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Home My WebLink AboutBUILDING PLAN # 3k�a 2 3.+d7 i x `Y, e • • • N, 1149902.4148 E. 726534,8254 t� yr- { ,T A t i r" m 1W r i. t e w, I • f iY , a Y.....;y.YdP �:` rk+, ° B A I Yf'. I �R M' J Pr t, �$„,.y T,. 1,� .. rY- fi �A Y Ina l a Yy/Yt•$(. �' M 1t I`,:µy ` k.k:.,y ,i w '_ r��. 4 ✓ � _. jYl •,. ' • •.}y�(3 f d ib (• , �: L III RN a . d 3 x V' IY r yq Ir 1• 4 Y, Wf' �•:§ 'E •� 1 r wI s s t, �' K'j , o: yx < t � TIt �' a eY n), `r.:':: a;:` 1 It.l ,r,l,,,.4:,pr°4. 4 za{y p-.. r: ,.: ,: _ .�,,FxV. $'.1'. G. ,e 4.r.. 1.✓d r. d!, LL Jy� '.:k" ;, •� . IW 2. ,;rY �•. �. ' Yrf T'n1 ,Z'"":. k 1 fu i d r# r t -.1 It r „. r I a u fn Vt: I i. l Y JIlk .I. .4,,Hr,'�e"IIC.'elelil�il4 d ' a iT* t ." r SURVEYOR NOTES: 4iY r, a M1Y 1 '1 h /YT C' ... $ Ak t: i '., *!, MARK E. B_,✓, INC, BETS A STANDARD MARKER OF A 1/T' IRON ROD AND A GAP •�"$•''�" MARKED AT A CORNERS. c + Y A ED N 679J ALL S E S. UNLESS OTHERWISE NO EU HEREON SAID CORNER r SHOWN A. A R o CWN S = • AND FIELD SURVEYED ON JL ,.,..!"Y ":r ,°MI ,'. 9. Il:lf'hPY F nMeiteri: ', n+"'. �`•ori Yr"'*<' A r ,.�. .; � •, I Y :.:. ':' Oka ,e ..,., {*n 5sr„ w1'•,•�`ty#tr 12-24-98 (:J''. .,,, ,rv1 r.'a5:_.,`�6 . ,: � NeSw... ,t '.. , )�., .,.:, 5. .:: ,. ..A 1 . •d l:., , t, � �' ::. , _ F .,a: BASIS 0 BE APINCS ANGLE_ E3EIWo THE f F n. x,.:. ,^'Yk B / _CENTER _FL (,iNE OF STATE ROAD A-1-A PEP RECORD FLAT "1 A �+.a ' ...:,: .a.... ,, ,'.:e :,. , 4 :.,.:, xr '� :w , � °Iv ", ',,,., ai•.,1w •„t' .,'F.;! .. 3Y. r„-----------�- •,vk-.:..��'�`I. ,k:.. ..: x., a ,.. �@ry1' 4v:.,..: ... x.,, N... 'd �1 !^„J ?d t. a n �. 3r.:'.. c ur +., M. ".IF . - .. ¢ -, r. ; : ..,., ps ra rr :.r.,l rr JR "q ,l:a.: °.I, °= c,,v ."d`._... -f I f, ,.., : F��R ATIGNS. ..., ...'`� .. :. :. .'y. "d� t�bFF'DC �YL—. .:.r. ''I: .Y : 1'. : : ,. '. Q. _f .Mr' : r:.. , :. ,?, IJ 5 :: 5... t.,.. :' n n}' , ,,. n YMY.. .. „0'3 > ,:, , 'v,.•la xY i•. T i,aN A ' -.. e.. .. ♦ J n r nl . - rm: :.._ .. n,. .: I I. 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' -., : t� . �aq1 :, :�:'.:. ; r. , .,. , }.,.�.•..i, -'1.MYJ. a,..,:.,-,,,l..y . �f�...,'..,. .RCRADIAL, e RA IAL XM. TE R R METER = CALCULATED POWER POLE (M) MEASURED U.P 0 - U71LITi PEDES TA L (D = DEED OR DESCRIPTION& ?. 1N UNREADABLESALLTEL DISH fRC _ IRON ROD & CAP CENTERLINE I P_,. N PIPE & CAP A DELTA ¢w rr ,k. F POINT OF LUk vATURE N 7•t hf� r 5 a P.T. POINT F TANG NCY A p, • � U E R R U J.. $... Yr. ll M ry ,+ ''xr . ,r lr � �k 1��.�xx.,vi, � iN _b.,*>.� . a.• . a"'u IY 5P.3 .EYd A. g., AX',.. a" i : "�. .: _',-.6 P . ;..m I ..': an'�' nII Y. '�, gi4�r" l r ,m'1�?`-' n - •, / R.f, POINT 0F REVERSECURVATURE N&DiT NAIL ANC UI SL r TA R w RIGHT -OF -WA P.0 .= POINT OF COMPOUND CURVATURE . #- $ .... y��•,if't.y"b ,{ �..1I "� n 1, ._. .. ..>.�:Y [ ,?.YI ,_f:....,A. . nG.f s..T .ai' r-.0.:1,. :.f. ,..' :..n�.,.I rn.1 . ,+.,L_'. , , I,. a�r 6w_r . ��i':l.n.... . r"I '''gq!,,I Y. -.W. . ! !:P' ,G.P. .O L. POINT ELECTRIC �=ELECTRIC TRANSFORMER .. D. =DRAINAGE &I'OA UTIRITT EASEMENT E/P = EDGE OF PAVEMENT - vREST LIGHT .. S "1I 1141m MITERED END PIPt J . RAIN AW - .., „:... ... ,, y, t .. ._r **a _. ,. .. �. i' •',4 ,.r D AGE B 5 J 4k V + r [ 3 (•` rl I A t n r +.�r 1' �.,-. n., ! x ✓n'^ u: u Y al„ _e ,, ,. Y ,.. „ , x ;. S r, .d� :, A _•:. .-r i x�e_ af• .. yI,SJA aY �s'St M'�. A {.k'. .. t.. �,.6e s {. fi�PrY• rT,: VX .:..l, f. a. vTx.r,..r PREVIO ,S. 1 A"usv,r : Fpy�,�: • 'Mal a. .. Lt .- , r ,. r ,.. ' ,14'' { ` n .�,.... , ✓N'r"'' . ,c; rnk'dkf i�,4'"`��4 ,, ,. k - 1 Ai, vj� yn,.. ' fin; d"':,.'fi' � NEW COASTAL CON.,TRUC.ION ,\.i".� _:pASTAL CONSTRUCTION YY . b_ E , r a ", axr 'wr CONTR EFFECTIVE CONTROL I '.,, OL LINE. E E� IVE C.ONTn�L LINE t� '�,. ,r.t _ ,� S°1a 6' E^s' .I d, �t,^"._, .V,.,s.': K p� Psi::+• ;- r:,'>' ='�''T c' � SEPT t. ea H *s • ;e � '• 1 5, 1988 A.; RECi�ROED „ (P.B 1., P, , 4 d; r �y. ,.. 'knt,:° .t, @ - ✓.:Y, r _ .4: ,p"''` . r ` .''• -+J':r +AI . !..,: $.,i.t`1 r :"ea e. .,2n.n ,r .-.. - „ ,r IN PLAT BOOK e.b P .i. A. >.I ST. CI t 1 T x,�, fityt, rp,,, G. 26 �6 LUCIE _JLiN Y FLk. r*..�r�T %4..-''"' �.4.j�;k1'R" 4 ✓✓- "mod"' yN:: yj7y{b va9 �p;-`. / ° N A. arP'• n .5 ,.. ,,y+ , q} , . , "' „w.., 3:'1, ", `s' NTYv F q.. ��+. r A • y :5 t'•�': tut OAW w „•;r, w y�yc�A HE SANDS ^� yv,...:.:, .. � A,�. ,.. '' b °' "fir �. '� -• .`' ..,_,. ,' ,�,J„° ,� 'aA ,,a� ;ill+. ON, THE OCEAN k -it'L E �4 r rK pgLL '. ` r„ ^r. }� a8.1 �� q " �4 plw a•A ,€ ! 1` "-k q \ a <�v�9tayg5 T}"y�t`�.i .1�Y t'Y SAN.. LIFT STA (ION ED. / Z 3"x3— "s 00'23'34.'.Mc 14, { "I w, 1„ / R = 2814.93 , L 1355 #n' , L = 19,30 S 89 49 02 SET 721.11 � — — — — - M T coNG wALK ---I--.-----— - 4' x4' f. M - _I)VVg' I 130, 0' � o 1 w,...(fi� _- -. - _____ --_- --- �m� `Q•t5'.°�A" \ `p F _-REVEN•(EFS --- -.AREA �H I ml FIRE RANT PA 1<ING �r E' Z- P �' 4 G PORT U4DW . �o o' SET '�� 11 I� %5S �1 21 3 4 5 8 7 gBD. 9 0 J11 12 1 14 15 16`'a'r� r r r FRANGIBLE ASPHALT r'n W. V.iU I 0 1 ASPHALT o ra _ � / (sit O n `--.- _ --}I _ 113.0'----}1-.._. �T _ Ile "? 1 2 3 4 5 6 7 8 9 10 11 CO CT � 1 Z 9 TRANS_ w P: SARA 3E BUT DING AA'G EL--..-00 I -''B.34' 12 13 14 15 16 17 3J9.00 18 19 20 21 22 294 �i ��o W-0vY CONCRETE n '1 }',• 0 0.i VO q 1 r. 1►�11 - i ±Ik RISE �, CFIRST HIGH BULL 'o �. � F--� ,� � ✓ Y �, I CONDOMINIUM BUILDING � `O.fi%' \p x 9.60 1,--_- o GNCIUNO FLOOR P =10.50 a, 21' \\ LIVING FLOOR EL.'-21 ]U-13 O t /i� ' ..� RETENTION AREA " 6 1 �o _ � � ,DST 4 \ US _� — _ -_ — CV GAS TANKS i 1 07 � `i 1J CA SIGN 0✓ ask ` rP 2.50'WER ��NG _ Y : WPRI ATER AND j9.06 d� �� a 7 oa' ,r AO., — 9 a5 % STORM)'CONCRETE MANHOLE SAN. 9,00' , ' \``. �PA) l —� N MANHOLE 1525' °0\0 33.00' I /'\ �Ss 23 24 25 26 27 28 29 30 31 32 33f / RR AND 1 - iWAATETEk FOUNTAIN I9 y1 I^ RAGE BUILD( C 8.50 kVr EL 10.0f 1 1 +k - '%Y/•� ', I 1 nr k r 1 a \ 35 � 6 S, I a 0' l34 ! 41 CABANA BUILDING -yy' • 1^ AVG. EL=103 r� % 50S _ 1 SAt ASPHALT SAN �. ANHOL�' ate A9: - ;MANHOLE d1TO G a 99 � r 1 I 6 I s � 31.54 - 19' 17 22 SET N 89'49'02" W 726.68' — 1 Fo. I.R.C. \y „ U / a ti L � FD D.N.R.WUMENT 94 77 A' N 114749DI j L. 7271854 ELEV. 7.6l.G.v.D. '29) n / \ �OkI Y' 0 1 1 \ 1 , 1 I \ WLJODEN _,ibT " rjerY f, /DUNE WALKOVER-,Udfi f l _. SET 229 13' Ar y. of 0.0 .g, T ALLEN E. PECK, INC. DOES NOT GUARANTEE OR ASSUME AN'i LIABILITY FOR ANY EASEMENT, RIGHT-OF-WAY, SETBACKS, RESERVATION, RESTRICTION ,OR SIMILAR MATTERS NOT SHOWN OR REFERRED TO ON THE PLAT, OR PHYSICALLY VISIBLE ON SITE. THIS SURVEY WAS PREPARED WITHOUT BENIFIT OF ABSTRACT TITLE AND ALL MATTERS OF TITLE SHOULD BE REFERRED TO AN ATTORNEY. THIS SURVEY IS NOT VALID WITHOUT THE SIGNATURE AND THE ORIGINAL RAISED SEAL CF A FLJRIDA LICENSED SURVEYOR AND MAPPER. JURISDICTIONAL AREAS, WETLANDS, ND UNDERGROUND UTILITIES, IF ANY HAVE NOT BEEN LOCATED, OTHER THAN SHOWN. THIS SURVEY IS FOR THE USE OF THE PARTIES SPECIFICALLY CERTIFIED TO HEREON, AND NO OTHERS, ACCORDING 10 THE FEDERAL EMERGENCY MANAGEMENT ASSOCIATION FEMA.` 1 FLOOD INSURANCE RATE MAPS THIS PROPERTY LIES N FLOOD ZONE SDkAWIN " COMMUNITY PANEL IY 120285 0181 C D4TED 11-14-92 BA.SE ELEVATION SEEE WAWI NC d',• 5p �,'i,5 `�d 5 E 5 y�AN.�i "•[Q v .-.h? -W:" a r VI,t-�4}Yp �' ' E � '. •>•, %Klili * Taal it A 6 a �h t 4i I I r r F Fb ` wP,r 1 q • • FL. I.R CI.R C. LS 3690 HE ATRIUM �1 FLED p0. "E 1 ON THE OCEAN'( \LEGAL DESCRIPTION I TRACT Q, CORAL COV BEACH, SECTION ONE, ACCORDING TO THE PLAT THEREOF ON FILE IN THE OFFICE OF THE CLERK OF THE CIRCUIT COURT IN AND FOR ST. LUCIE COUNTY, FLORIDA RECORDED IN PLAIT BOOK 11, PAGE 30A, SAID LANDS SITUATE LYING IN ST. LuCIE COUNTY, FLORIDA. TOGETHER WITH: ALL THAT PART OF G VERNMENT LOTS ) AND 4, SECTION 25, TOWNSHIP 34 SOUTH, RANGE 40 EAST, LYING EAST OF THE EAST LINE OF TRACT "0" 0 CORAL COVE BEACH SECTION ONE, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 11, PAGES 30A AND 30B OF THE PUBLIC RECORDS OF ST, LUCIE COUNTY, FLORIDA, LYING WEST OF THE MEAN HIGH WATER LINE OF THE ATLANTIC OCEAN AS IT EXISTS FRI'M TIME TO TIME, AND LYING SOUTH OF THE NORTH LINE OF TRACT "Q" OF CORAL COVE BEACH SECTION ONE S EXTENTED EA` -:I" FROM ITS INTERSECTION WITH THE EAST LINE OF SAID TRACT "Q" .ALONG ITS SAME R T BEARING 0 THE MEAN c HIGH WATER I r T L NF: OF THE ATLANTIC. OCEAN, AND LYING NORTH OF THE SOUTH LINE OF TRACT "Q" A� EXTENDED EAST FROM ITS INTERSECTION WITH THE EAST LINE OF TRACT "0" ALONG ITS SAME BEARING TO THE MEAN HIGH WATER LINE OF THE TLANTIC OCEAN. "�.. 141 76' ' i �l JUL 2 5 2002 St, Lucie County Public Works SURF 'N SAND PROPERTIES, INC. BOUNDARY SURVEY CERTIFIED TO: REVISIQNS SURF 'N SAND PROPERTIES, INC. ADD FINAL ASBUILT r 7-23-02 COMMOMWEALTH LAND TITLE INSURANCE COMPANY -- JONAS do LASORTE M.M. WILLIAMS SURVEYOR'S CF-RTIFIATE ALLEN E. BECK, INC. I HEREBY CFRTIF r 1C IrtL! bES' LfiaAtY BELIEF THAT THIS %RVE( IS TRUE AND ACCURAT AND THIS*PROFESSIONAL LAND SURVEYORS SURVEY MEETS JHE MINIMUM TECHNICAL STANDARDS 608 SW. BAYSHORE BLVD. FOR SURVEYING AS PER CHAPTER 51G17-6 OF THE PORT ST. LUCIE, FLORIDA 34983 F.A.C. SUBJECT TcALL. NOTES .AND NOTATIONS (561) 340-1432 LB 6790 -SHOWN HEREON. - Gi,re. F. -�- , SCALE _-- JOB Pao ! _ x t� '� �`' a uF 4r �,[x.�e+ a I A �*�� K .r ��"k?..,i I., 6 r` •�'w, ` j 1r. ,,'�'. � .� N"s_� s k::l` )w, n Gsr 1T R• __. -- -- 1T-$ - - -�f'.7 1/ -- - �-2 3!Q--- ,�-LI E OF SYMMETRY OF BLILDING I— f �l 3! TE-2 TE-2 Gs 0 4/thl-O' AT MO DEPTH i � 4 Fe � i$I �^5PC I 5PC I I( f 4 I, � I \ I f 4 `"�.£ 6 PC 6 PC 25T PILE I \1\`jl \ 25f PLE / I GRADE BEAM SECTION 8' MASONRY WALL CONIC SLAB-oN-GRADE -� CONCRETE GRADE BEAM ® im■om � ISOLATION JONT L.� SECTION B ` 8' MASONRY WALL. BEYOND ' r SEE SECTION 'A' FOR DETAILS r ---4 -r-x •— i CONIC. 3-AB-ON-GRADE 10, LfAo /9 12\ age 1/7 STEP / c ' CONC. GRADE BEAM 2fi-4_ZLA' -- _.-. L -- 6-7 • �° \ / r 8' CONC. WALL WITH 4m - _-_� 2 __ _ O I PILE CAP 4/24 - EA WAY AT MID DEPTH io PC L26T PLE \SPECIAL�/ I I I \ \ / / S'ECLAL 25T PLE L 4PC I jI I v i i 4 PC IS i I CR I r STEEL ANGLE (1k6 EF. BANG. PILE CAP I EXTEND HORIZONTAL GRADE BEAM I SHEARWALL •1 ( I I I ( REINFORCEMENT INTO PLE CAP BY I 14-0 AND 7-a, TOP AND BOTTOM, _ �' I NOTE ALL TO WITHINWITHINRE CONIC WALL TO HOOOKOK AT FAR I RESPECTIVELY. ; J T/CONC. SLAB I I FACE OF CONC S EARWALLS Imo\ __ I i �, SECTION C 5 \ r I I__ r. 5 / SECTION D SHEET NOTES: Y - -- I I I I TYPICAL CONTROL JOINT ( �- U COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO g• f I -{- PATTERN AT NT84M I COMMENCING CONSTRUCTION. GONG GRADE BEAM tTYP) L_ — PC /r -- .\ /�--_�� '� L7 PC L J COLLMNJS I I ri3 3/8 7-3 3/8 I ,• �_I 20-0._..-_--.._ e.__._�1519 �e-- �-6 ----. ,�/_./ ._.-....---_--'- ♦ - / \\- --- t--2-6----._--_ .---4r1.61R'..._- --20 0 1 k 4-9 3/8% 2J ALL OR GROUND ELEVATIONS SHOWN SLAB THESE PLANS ARE RELATNE OF TFE MASONRY WALL ABOVE N_2 \ , I 1 INTERIOR GROIID FLOOR SLAB AT ELEVATION +/ p 0 (KL6 NGVDl 25T FILE L - _ _ G8(a) 25T RE I TE-2 -_.-Y-- - _ - - >2 ---- W COORDINATE ALL DMEJ9ONS, ELEVATIONS, RECESSES, SLAB SLOPES AND GB cc1 111 1 1 Rq Gg I SLAB FLASHES WITH THE ARCHITECTURAL DRAWINGS PRIOR TO / \ 6 PC — 6 PC 7 PC / \ 26T PILE I COMMENCING CONSTRUCTION. / \ III I I gl I / ds �� — _ \ �, /� \ �I 41 GROUND FLOOR STALL BE AS FOLLOWS: - - — _.-- __-__ - _ _ � 22 INTEWW 4' CONCRETE SLAB-OWGRADE RE FORCED AS DRIVE/ 5PC �SPC O/ I i PARKING S.AB O I PILE \ 25�T PILE 25T PILE I I \ �/ 23 DRIVFJPARKNG SLAB: 5' CONCRETE SLAB ON -GRADE REINFORCED WITH _ 91 - _ 0_ _ GBLI I , I I _ _ _ _ _ I 1 p \� _ ONE LAYER OF 6x6-wt4 x wtawwF. i - - 25f F r I I ,. „�. x } I I TO ARCHITECTURAL DRAWINGS FOR DRAMS SLOPES ETC °> $ �. S 6• 7-4 Lt/1' -4' 3'-6' 6-2' 1. I._.. _ , _. I TYR CONTROL JOINT I 1 J PATTERN AT EXT6aOR I CONTRACTION JOINTS (TOOLED OR SAWCUT WITHIN 8 HOLRS -- (- ' 5 Pc_ _ 31 / / / l\ I I I /} - (6 PC _ EX ( OF POUR) STALL FOLLOW APPROXIMATELY SQUARE PATTERN 24 / / x I A ' _ I 1 AND SHALL SPRUNG aF � a� EXCEED CEID CENffERllIlES AND WALL --_-__-- __ I o L---GB I III I' ax IICORNE 26T, PILE - - - SFW I NO z5T PILE i I —rrvP) _ �, _ �yc� \ \ CAP F PILE (TYP I I -- }- ---- — cfi / 27� I I n A+ —POUR DOWN TO LOW \ TOP OF PILE � I /\ � � ALL INTERIOR SLABS STALL BE CAST ON A VAPOR BARKER ON WELL -COMPACTED I N CLEAN FILL MATERIAL. 5J CENTEALMS OF COLUMNS AND WAILS SHALL COINCIDE WITH TFE FOU"DATION 26Alk CENTERLPES UNLESS SPECIFICALLY SHOWN OTHER1Mg ------ I ---- SE L -._ I I ION ( I S 1 •v (I - O DOWNTO 8EL� I I 6) TOP OF PLE CAPS SHALL IE Al ELEVATION -T-d' LNESS SHOWN OTHERWISE AS I — L TKM c11P7 T T • (TYP) — I s 7) TEA - INDICATES AN 8• WIDE x 8' DEEP THIO�ENED SLAB EDGE REINFORCED 28 �9 PC —,— f I Li — — — — .� I-- �1 (- - 3 PC I WITH (M CONTINUOUS O----I--------I of S-8 ' III I POUR DOWN TO �r ;? - I I T- - I, ( CAP BELOW aw) � TE-2 - INDICATES AN 8' WIDE x ii DEEP THICKENED SLAB EDGE RELFORG® -- J _ �TOPOFPLE L--__�L-J� __ - -- WITH 0F6 CONTINUOUS + �✓ L— J I .. _-_ I ------ TE-2 I E2 \ TE-2 TE-2 4 PC4 PC TE-3 - INDICATES AN 17 WIDE x 17 DEEP THICKENED SLAB EDGE REINFORCED WITH (2M CONTINUOUS B BIB t� S-1 81 CMU WALLS L I ( - INDICATES 8' cm WALLS REINFORCED WITH • 5 vHMCAL BARS AT ALL — — _ 1 I I — — — — L — — — — — TI (- I '- - - - " ) i CORNERS, ENDS OF WALLS, AND Al 37 C/C IN GROUT FILLED CELLS SW+1 PC i SW2 PC c I I ,'ij - INDICATES 8' NKaN-LOAD BEARiK' CMIJ WALLS REINFORCED WITH a4 VERTICAL BARS AT ALL CORNERS, I" OF WALLS, AND AT 48' C/C IN i. u•_x• rr�r $'-6' I ,rv_r 2 i. e�i A'-2 �__ II'�_ � � GROUT FILLED CELLS Q � �•.vw-w+�av� NOTE: 1 THESE DESIGN PLANS AND SPECIFICATIONS ARE N COMPLIANCE WITH THE STANDARDS ESTABUSED N SECTION 628-33.007, FLORDA ADMNSTRATNE CODE 2 TIE MAN WND--ORCE RESISTING SYSTEM HAS BEEN DESIGNED N ACCORDANCE WITH ANS/ASCE 7-9� MNMLM DESIGN LOADS FOR BU:DNGS AND OTHER STRUCTURE, SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MNIM M BASIC W14D SEED OF 145 MILES PER HOUR 3 THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE DESIGN AND S'ECRCATIONS N ACCORDANCE WITH ANWASCE 7-95, MNMUM DESIGN LOADS FOR BU )NGS AND OTHER STRICTURES, SECTION 6, TO WITHSTAND TFE WIND LOADS ASSOCIATED WRTH A MINIMUM BASIC WIND SPEED OF %6 MILES PER HOUR i I PORTE COCHERE - am - - - - - - - TE-3------- $�_ INDICATES 17 CMU WALLS REINFORCED WITH •6 VERTICAL BARS AT ALL CORNERS, ENDS OF WALLS, AND AT 32• C/C N GROUT FILLED CELLS 9.) `�' INDICATES 14' DIAMETER AUGERCAST PILE REFER TO STRUCTURAL NOTES FOR ADDITIONAL NFOFNATIO'1/REQLJIREMBPfS. PILE CONTRACTOR SHALL NOTE THE TOLERANCES REQUIRED N I I I I ----------- 1 4 PC /� Rl �'ISIUNti - 1�1 12/20/00 0IIER& REVISION t'OPYRit LIT a00 fu :l I AS RtRYIAA(I I l iTd "I N AIi R101 4 1$ RI SIRN I U. Tn Q Q E-H z �U z C/) a V F� u a p H z H SECTION E VT - T-o• - � 7 CONIC. PILE CAP I w u MASONRY WALL ABOVE o O W z CONC. GRADE BEAM - I CONC PILE a z INSTALLING PILES AND TAKE CARE TO AOFEIE TO THESE TOLERANCES SECTION F TO AVOID ADDITIONAL, RETROFIT PILES AS REMEDIAL MEASURES 1/2' •�1-t1' - IM C - NLICATES COL MN DESIGNATON. r=Zi- INDICATES POURED CONCRETE SFEARWALL AMERICAN CONSULTING it) L1 - NDICATES 164-V26/16 UV-DW x 6'-0', ATTACH TO CONCRETE BEAM ENGINEERS COUNCIL WITH (A) 5/8' DIAMETER HLTI KWK BOLT 1 WF IM EMBED. 4-Vn AT fin) T-B•C/C JENKINS & A WE�-35 TON IV G8 - N"TES AN 18• WOE x 16' DEEP X CONT. CONCRETE GRADE BEAM � C H A R L A N D RF#ORC® i37 WITH .5 TOP AND BOTTOM AND •3 o 17 C/C S'TAfXNCORPORA-E'[JPS c:or>unny e �'�eery GB(o) - INDICATES AN 18' WIDE x 16' DEEP X CONT. CONCRETE GRADE BEAM 3659 N.W. bard Street FOUNDATALZ ION AND SLOE' REINFORCED WITH (3*6 TOP, WPS EF. • MD -DEPTH, (3*6 BOTTOM AND FORT LALAE%a4-77 FL 3330E •C/C STIRRUPS. ALL HORIZONTAL REINORCEII TO HOOK AT {SLOE 48-7777 GROUND FLOOR PLAN CORNER OR EXTENDED 7 6' INTO ADJACENT SPAN TO THE BEST OF Mr COMPLETED 13) SEE STRUAND ABILITY, TTHECOO MPLETED STRUCTURAL NOTES FOR ADDITIONAL INFORMATION J J r\ /�/ 2 STRUCTURE DEPICTED ON THESE SCAL B t/e° - T-fi 947 MASONRY WALLS lifiOW DATUM ELEVATION +4'-9 • + Ur - QVGV07 sH /(' Y° ✓/`v 'LAPS COMPL.ES WITH THE BE CONSTRUCTED AS PER DETAILVS-1O TO BE STRLICTURALL V'PL)CABLE MHINMAAAi BUILDING MAN STRUCTURE, 2MY ODES. F%.E No. 0OFn_129 C'HE(RE) RAKESH v.ATR 11/17/2000 S('ALF. va• = r-a• JOB NO. SHELT S-1 UH Slll.11fS P v CLIP) S-7 SLOPE 12 ] 2 s-7 O9 4/12F50 T&B X AP) ALONG SLAB j_;7 bl R - 9 3T-7 Lo a 9 a- ® t� f Ln:] �1 O �1 FUf OF SYMMETR OF BUILDING 10 a14' O C/ 9XBTY ® 8 .6" 2 m m N n 4/48BX7V 1" 11 O OPNING. �1 (TYP] II OPNG. La- 24'zB' O 1114 T&B OPW7 M. a ALL a I OPENINGS)/ct 44k3' 417.4BX'0.0, ,, � �,I N OPNG. 4 _g i ' 24'z8' I OPNG. 8'z24' i-' 4/18BX16'0' a — O � 2 SEE SHEET 8 3 4'-S FOR DETAILS OF _._. SLAB FEW. AT I y ADJACENT OPNGS. (1M6 T8B (TYP. AT l _ 1 PERAMETERI EXTEND b 4'-0 AROUND CORNER o ® 24 9 8' 6'-T ._. — _4• '-6' 4'-B' -2' t ~.4/12 X 6-0' 7 TYP. o PB&ETHU v 7 ® ® O 6i7: TI ® v F2V 1 v °° x ® /TIT Alt 0 Q 1 ) B-1 4 L _ 4X60 �� 9 W 7X50' I= q0 �•i _1 C� 27DK 4" ;n 0" (2ND FLOOR r B" (3RD FLOOR -PENTHOUSE) 9'-r 20=4' 4'-r 4 Es__> -4/12 X 6-7 T&B (TYP. a EDGES OF ALL BALCONIES) APICAL FLOOR FRAMING PLAN SCALE: 1/8' - T-V 1 ►Z� i• :„ 8" iD 189K 1.) COORDINA';E ALL DIMENSIONS WITH ARCHITECTURAI. DRAWINGS PRIOR 1-0 9.) - INDICATES IN -FILLED NON -LOAD BEARING B" MASONRY WALLS. GROUT COMMENCIINIa CONSTRUCTION. TIGHT TO THE UNDERSIDE OF THE SIRUCTURE ABOVE AFTER ALL SHORING 2.) FLOOR SL41i SHALL BE AN B" POST=ieNSIDNED CONCRETE FLAT PLATE (EXCEPT IS REMOVED. WHERE SHOWN OTHERWISE). 10.) � CONCRETE COVER FOR REINFORCING B S WI1'FII'^ S SHALL BE 3/4", EXCEPT AT EXTERIOR SLABS WHERE COVER SHALL BE 1". 3.) TENDON P'iDFILES ARE MEASURED FROAI THE SLAB BOTTOM TO THE CEN1ER OF THETENDON. 11.) SEE SHEET:a S 5 AND S-6 FOR SHEARW IL z 4.) POST -TENSION FORCES SHOWN ON PLANS ARE FINAL EFFECTIVE FORCES. THE 12.) L1 - INDICATES 1_60-1/2"x5/16 (LLV-DN) :a 6'-0". ATTACH TO CONCRETE BEAM SUPPLIER SHALL INCREASE TENDDN FORCES AS REQUIRED TO ACCOUNT FOR WITH (4) 5/8" DIAMETER HILTI KWIK 1301-T It (MINIMUM EMBED 4-1/20) AT 1'-8" LOSSES. C/C. 5.) SEE STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS FOR THE POST -TENSIONING SYSTEM. (*) - INDICATES A TYPICAL #4 HAIRPIN. HAIRPINS, AS REQUIRED, ARE TO BE SYSTEM. PROVIDED BY A P/T SPECIALTY ENGINEER AT CURVES IN TENDONS 6.) REINFORCING BARS SHOWN ON PLANS AS SOLID LINES ARE TOP BARS AND B:RS (TYPICAL THROUGHOUT THE FLOOR). SHOWN AS. DASHED LINES ARE BOTTOM BARS, UNLESS SPECIFICALLY SHOWN O - SUBSCRIPT "S' WITHIN COLUMN DESIGNATION SYMBOL INDICATES TO PROVIDE OTHERWISE. A SHEARHEAD AS PER DETAILS IN THIS SHEET. 7.) ALL REINFORCING BARS THIS LEVEL SHALL 8E #4'S, UNLESS SPECIFICALLY SHOWN OTHERWISF,7X10'0" INDICATES 7 BARS OF 10'0" LENGTH. 13.) LOCATION OF EACH P/T STRAND SHALL BE MARKED ON THE UNDERSIDE OF SLAB. SEE STRUCTURAL NOTES FOR DETAILS. B.) REINFORCING BAR LENGTHS SHALL BE IN ACCORDANCE WITH ACI MININfUMS, UNLESS IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE A DIMENSIONED SLEEVE/ SPECIM,',4LLY SHOWN OTHERWISE. FLOOR PENETRATION DRAWING FOR ALL TRADES, PRIOR TO PLACEMENT OF CONCRETE, FOR REVIEW AN APPROVAL OF THE ENGINEER. 14.) SEE STRUCTURAL NOTES AND ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION. 297K 297K 3Yi r—► 351 K -r►216K 3u r-► 189K ►a #3 TIES ® 335"C/C UPTO 2'-0" FROM FACE OF COLUMN MR) PLACE FIRST SET 1 V7 AWAY FROM FACE OF COLA K *4 ADDL BARS T&B RYP] USE TOP RENT. AT COIL'S F LENGTH N EXCESS OF THAT NDICATED H3 00 *4 ADDL BARS TB.B (TYP] USE TOP REEF. AT COIL'S F LENGTH N EXCESS OF THAT NDICATBD HERE #3 TIES ® 3%-C/C " UPTO 2'-0" FROM FACE OF COLUMN (TYP) PLACE FIRST SET 1 V7 AWAY FROM FACE OF COLUMN. 708 SHEA 3HEAD DETAILS #3 TIES ® 336"C/C UPTO 2'-0" FROM FACE OF COLUMN aW) PLACE FIRST SET 1 V7 AWAY FROM FACE OF COLUMN 64 ADDL BARS T8B MI USE TOP RBNF. AT COL'S F LENGTH N EXCESS OF THAI INDICATED HERE NOTE- t THESE DEIGN PLANS AND SPECIFICATIONS ARE N COMPLIANCE WITH THE STANDARDS ESTABLISHED N SECTION 62B-33007, FLORDA ADMNSTRATTVE CODE 2 THE MAN WIND -FORCE RESISTING SYSTEM HAS BEEN DESIGNED N ACCORDANCE WTTH ANSVASCE 7-95, MPAUM DESIGN LOADS FOR LLDNGS AND OTHER STRUCTURES, SECTION 6, TO WITHSTAND THE WND LOADS ASSOCIATED WITH A MAIM BASIC WIND SPEED OF 145 MILES PER HOLR 3 THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE NCORPORATED NTO THE DESIGN AND SPECFICATIONS IN ACCORDANCE WITH ANSVASCE 7-95, W& M DESIGN LOADS FOR BULDNGS AND OTHER STRUCTURES, SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MINIMUM BASIC WIND SPEED OF 145 MILES PER HOUR *4 ADDL BARS T&B (TYP] USE TOP RE NF. AT COIL'S F LENGTH N EXCESS OF THAT NDICATED HERE #3 TIES ® 3;6"C/C UPTO 2'-0" FROM FACE OF COLUMN OW) PLACE FIRST SET 1 V7 AWAY FROM FACE OF COL_IMAI 02 12/20/00 GENERAL. REVISION © 02/26/01 WINF. LENGTH ® 12/11/01 CLARIFICATION C COPYRIGHT 2000 DOUGLAS ROOT ARCHITECTS. ALL RIGHTS RESERVED. o Z � o M � 1S 3S��' +4 ADDL BARS T8B ITYP1 a USE TOP REPF. AT COIL'S IF H ay LENGTH N EXCESS OF THAT h� w NDICATED HERE ).J� V' \ C1 � Q( j7 U f ~ H � Zw #3 TIES ® 33e"C/C O UPTO 2'-0" FROM Z FACE OF COLUMN (TYP) PLACE FIRST SET 1 V7 Ij AWAY FROM FACE II T OF COLIN.AT $S CONNFIION ' ate FILE COPY THAE 9j®Ci TOAANY CORROECnONS K ELD INSPECTORS MAY BE NECESSARY IN ORDER TO T COMPLY WITH ALL APPLICABLE CODES,. <� Q *4 ADDL BARS T&B ITYP] USE TOP RB•F. AT COL'S IF LENGTH N EXCESS OF THAT Fz, INDICATED HERE � ^ F� #3 TIES ®33§"C/C UPTO 2'-0" FROM FACE OF COLLMN ) PLACE FIRST SET 1 V7O AWAY FROM FACE OF COLlM1,l � U IL a�' a lji'o D � ST. LUCIE COUN BUILDING DIVISION 1S 1 T I REVIEWEDyCID FOR COMPLIAMC q REVIEWED x DATE P0kNS AND PERMIT MUST BE KEPT ON JOB OR NO INSPECTION WILL BE MADE 3/4' OR �+ 1 V4' CLR x z° 1 V4' OR 3/4' CLR SECTION A -A AMERICAN CONSULTING ENGINEERS COUNCIL JENKINS & CHARLAND INCORPORATED Con eulting En gin eera 3559 N.W. 53rd Street FORT LAUDERDALE, FL .3309 (305) 484-7777 TO THE BEST OF MY KMOWLEDGE AND ABILITY, THE CONIPLETED STRUCTURE DEPICTED ON THESE PLANS COMPLIES WITH THE / f APPUCAFILE MNMUM BUt DNG cODFF. FLE No. OOF L12e, DRAWN REKHA CHECKED RAKESH DATE 11/17/2100 _ SCALE 1/8' 0 1'-0' ?OB NO. SHEET S-2 �if4a..stk��4m�.„ ,rrt;i+�yi�r,50„ isa EmpI:41gmyO:I�II•1mT agaI 1 SHEARHEAD DETAILS RQVISIONS ' 12/20/00 GH]Y & a ITYP.) /w_m\ 4'-9' 17-11' 3T-2' -q V44 O LINE OF SYMMETRY OF BIADNG I Y N I Iv 43 I I N l Y+ 4/48BX7V 1" © 71 t1X160 6 14'x14' OPNG."-8 s n rn N MI O CiD 162K Y 11" 1 51/4" (fYPJ OPNG. _ 4' Eby 0 5/4 T&B 17g k 24'x8' h (TYR o ALL R 145 OPNG. a, OPENINGS) ,vcw'o' OPNYZ G= ^ ' NI iu" SLOPE l O � O L24'xW VON L OPNG 8V4' OPNG. Ixg� O dS � � . a \ t1X150' I 1IX15'0' v O 4/1BBX/6'0 O Io r iAL -- 7 ^ O 9X7V w " SEE SiBFT S-3 W-5' I ) r FOR DETAILS OF I T/(I ' 4/1 X S2 X 5'0' SLAB (iFIrF. AT ADJACLNT OPNGS ALONG SLAB ( - - — / � (1b6 T&8 (iYP. AT PERPF£RY / t 4 A O ND CORNIER�g� 24 8 6 Y '-4' -6' 4-8' �F-7 t71 — — _ — ^ 4/12 X 6-9 T88 - - --- -. 1 - ❑ 4 OW. • PERbETER) Y T 27 I `f 26 T r 19(270• v� g 189K + x " 4/ T / 4X6O -' ¢g5) RU(5YY 0'0' / l _ 135K 9X1 29 I •1 D __—r•—_ ` X 6' 0 6 3. 4amx \. � 4 1 7 1 _-- -J 'w 300 K 0" (42ND FLOOR 8` l3RD FLOOR -PENTHOUSE) 91-1 20'-4 4,_7 1 M Y N _ ye •- S-7 F 4/12 X 6-0' T&B (TYP. • EDGES OF N ALL BALCONES) TYPICAL FLOOR FRAMING PLAN SCALE 1/8' - T-O' 1.) COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR T( 9.) C'''TL 7 - INDICATES IN -FILLED NON -LOAD BEARING 8' MASONRY WALLS. GROUT COMMENCING CONSTRUCTION. TIGHT TO THE UNDERSIDE OF THE STRUCTURE ABOVE AFTER ALL SHORING IS REMOVED, 2.) FLOOR SLAB SHALL BE AN 8' POST -TENSIONED CONCRETE FLAT PLATE EXCEPT WHERE SHOWN OTHERWISE). 10.) CONCRETE COVER FOR REINFORCING BARS WITHIN SLABS SHALL BE 3/4',EXCEPT AT EXTERIOR SLABS WHERE COVER SHALL BE 1-1/2". 3.) TENDON PROFILES ARE MEASURED FROM THE SLAB BOTTOM TO THE CENTER OF THE TENDON. 11.) SEE SHEETS S-5 AND S-6 FOR SHEARWALL DETAILS. 4.) POST -TENSION FORCES SHOWN ON PLANS ARE FINAL EFFECTIVE FORCES. THE 12.) L1 - INDICATES L6x3-1/2'x5/16 (LLV-DN) x 6'-0'. ATTACH TO CONCRETE BEAM SUPPLIER SHALL INCREASE TENDON FORCES AS REQUIRED TO ACCOUNT FOR WITH (4) 5/8" DIAMETER HILT1 KWIK BOLT 11 (MINIMUM EMBED 4-1/24) AT 1'-8` LOSSES. C/C, 5.) SEE STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS FOR THE POST TENSIONING SYSTEM. (•) - INDICATES A TYPICAL 04 HAIRPIN. HAIRPINS, AS REQUIRED, ARE TO BE SYSTEM. PROVIDED BY A P/T SPECIALTY ENGINEER AT CURVES IN TENDONS 6.) REINFORCING BARS SHOWN ON PLANS AS SOLID LINES ARE TOP BARS AND BARS (TYPICAL THROUGHOUT THE FLOOR). SHOWN AS DASHED LINES ARE BOTTOM BARS, UNLESS SPECIFICALLY SHOWN O - SUBSCRIPT "S' WITHIN COLUMN DESIGNATION SYMBOL INDICATES TO PROVIDE OTHERWISE, A SHEARHEAD AS PER DETAILS IN THIS SHEET. 7.) ALL REINFORCING BARS THIS LEVEL SHALL BE #14'S, UNLESS SPECIFI(ALLY SHOWN 13.) LOCATION OF EACH P/T STRAND SHALL BE MARKED ON THE UNDERSIDE OF SLAB. SEE OTHERWISE7XIO'O" INDICATES 7 BARS OF 10'0' LENGTH, STRUCTURAL NOTES FOR DETAILS. 8.) REINFORCING BAR LENGTHS SHALL BE IN ACCORDANCE WITH ACI MINIM MS, UNLESS IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE A DIMENSIONED SLEEVE SPECIFICALLY SHOWN OTHERWISE. FLOOR PENETRATION DRAWING FOR ALL TRAMS, PRIOR TO PLACEMENT OF CONCRETE, F REVIEW AN APPROVAL OF THE ENGINEER. 14.) SEE STRUCTURAL NOTES AND ARCHITECTURAL DRAWINGS FOR ADDITIONAL INFORMATION. 297K 297K _ A:i Tins a 3: 3w"p 297K Z¢X'W`�� I�3sa 351 K I I \ 216 K +4 ADD'_ BARS T&B (TYPI USE TOP REW. AT COLS F LENGTH N EXCESS OF THAT INDICATED HERE r-► 189K #3 TIES O 3-)6"C/C UPTO 7-0" FROM FACE OF COLLMr (TYP) PLACE FIRST SET I V7 AWAY FROM FACE OF COLUMN NOTE- t THESE DESIGN PLANS AND SPECFICATKONS ARE N COMPLIANCE WITH THE STANDARDS ESTABLISHED N SECTION 628-33.007, FLORIDA ADMMSTRATIVE 1 CODE 2 THE MAN WIND -FORCE RESISTING SYSTEM HAS BEEN DESIGNED N ACCORDANCE WITH ANSI/ASCE 7-96, W"JM DESIGN LOADS FOR BIADNGS AND OTHER STRUCTURES, SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A W"N BASIC WIND SPEED OF 146 MILES PER HOUR a THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND TFER USE INCORPORATED INTO THE DESIGN AND SPECIFICATIONS N ACCORDANCE WITH ANSVASCE 7-95, MMAM DESIGN LOADS FOR BLIIDINGS AND OTHER STRUCTURES SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MNMIN BASIC WIND SPEED OF 145 MILES PER HOLR X w; r R �d r SsNA #3 TIES O WC/C UPTO 2'-0' FROM FACE OF COL" (TYP) PLACE FRST SET I V7 cRWu;R (iil AWAY ROOM FACE ouueLaSalxirAR,IIlc OF CCLIW AILAIGHrSRISIi RVEI , l Q O ' � Vr ) r z V1 9 r_� o v ate: 4MR/11 M. +4 ADOL BARS T&B ITYPJ USE TOP RENF. AT COLS F LENGTH N EXCESS OF THAT INDICATED HERE. a -#3 TIES O 3a6'C/C UPTO 2'-O" FROM FACE OF COLLIMN ITYP) PLACE FIRST SET 1 V2' ' f,irlAWAY FROM FACE. s� " OF COLUMN y — 3/4' OR I V4' CLR 1 V4' OR 3/4' M SECTION A -A REKHA AMERICAN CONSULTING i lik KI[11 ENGINEERS COUNCIL RAKESH D4Tf 11/17/2000 CHARLAND Va' - r-o' --NCOR7-ORA-ED co�x,n ur. �i E.-,...,.,e.0 JOB No, 3569 N.W. 63rd Street FORT LAUDERDALE, FL 33309 SHLEI (305) 484-TOOT r •% v IO THE BEST OF MY KNOWLEDGE AND ABILITY, THE COMPLETED 'L STRUCTURE DEPICTED CN THESE S-2 PLANS COMPLIES WITH THE FEB a 8 2001 APPLICABLE MN KW BUDDING CODE& ,I) 5 FILE No. OOFTL129 SHEARHEAD DETAILS #3 TIES ® 3N-C/C UPTO 2'-0" FROM FACE OF COLUMN (TYP) PLACE FIRST SET 1 V7 AWAY FROM FACE m OF COLUMN. a •4 ADDL BARS T&B (TYPI USE TOP REI F. AT COIL'S F LENGTH N EXCESS OF THAT INDICATED HIRE 94 ADDL ISAJRS T&B (TYP1 USE TOP R(31=. AT COIL'S F LENGTH N EXCESS OF THAT INDICATED HERE #3 TIES 03?41"C/C UPTO 2 -0" FROM FACE Of COL" (TYP) PLACE FRST SET 1 V7 AWAY PM FACE OF COLT MQRO BS ' 3f: ACOwDmON •4 ADDL BARS T&B (TY?1 USE TOP RENF. AT COIL'S F LENGTH IN EXCESS OF THAT INDICATED HERE #3 TIES a 346-C/C " UPTO 2-0* FROM -FACE OF COLUMN (TYP) PLACE FIRST SET 1 V7 AWAY FROM FACE OF COLUMN. *4 ADDL BARS T&B (TYP1 USE TOP RENF. AT COIL'S F LENGTH N EXCESS OF THAT INDICATED HERE. -#3 TIES ® 34b"C/C UPTO 2'-O' FROM FACE OF COLUMN (TYP) PLACE FIRST SET 1 V7 AWAY FROM FACE OF COLUMN ' _ m m' 3/4' OR 1 1/4' CLR. 1 1/4' OR 3/4' CLR SECTION B-'B r •3 CLOSED RIPS a 6'C:/C OPENING TYPICAL AT 4 STAR LOCATIONS FAI a BUS 1OX13V � JACUZZI (TYP) MAX. 12,$. SIZE 6'W X 6'W X 7D __------- POST TENSIONING STEEL DETAILS Z UO O J LINE OF SYMMETRY I V FOR ULDNG N) 0 " O } t- 777 \/ I� \55 " An O4 0 5✓4 r&B © ITYP. a ALL SLAB r y FOPNG. 8' • • IF �SY�•�PO001 9,`� 1 r—: 6" 27K/FT 30K/FT N COOLING TOWER LOCATION - �_...,....,.. a , ►�1 0 — , / � � I 11:k1:isC.,:Q1�:.�N.w...wS..O...w...•1 �� . j 1 0 4 el 1 �, 4 i� •1 OA I • /IV11 `II`II` Q < �li �� • �4/i/I �. ��• ��5� fD0 • •.•i...•0...• .•p'• ...4•, �'\ I •. a...•.......L.•Q.p �.❖:•i/al\\�:•�• I/%� iLiL ►�� C�1 � - � � II • •' �� • 1 •.• a '� I 4/7W-V AT T 15 (TYFI AT BALCONY (D6ES ruin tiu J "u clu STRRIPS a 6'C/C AT CP3drG NOTE: I. THESE DESIGN PLANS AND SPECFK:ATIONS ARE N C,OM'IJANCE WITH THE STANDARDS ESTABLISFED N SECTION 62B-33.007, FLORIDA ADMINISTRATIVE CODE Z THE MAN WIND -FORCE RESISTING SYSTEM HAS BEEN•! DESIGNED N ACCORDANCE WITH ANSVASCE 7-95, MINIMUM CEa1GN LOADS FOR BULDNW AND OTHER STZJCTLM SECTION 6, TO WIT ITAND THE WIND LOADS ASSOCIATED WITH A MINIMUM BASIC WIND SPEED OF 115 MILES PER HOUR 3 THE CC'APONENT S AND CLACDN13 HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE DESIGi AND SPECFICATKDNS N ACCORDANCE WITH ANSVASCE 7-95, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, SECIION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MINIMUM BASIC WNW SPEED OF 145 MLES PER HCU2 NOTE PROVIDE 1/4' SEPARATII BETWEEN TOP OF CON SLAB AND RB-I THRU A 1 4 243K 270K 351K 6 -8' X 17 C&O CONC. TE -, BEAM WITH Mir, 13B CONT. (TYP) T T SEE TYPICAL DETA'.S fi— I 26 SHOT FOR CONK, I I I I I II I I � I wloxn I I � (LOCATON TO I I +137-5 _.,( E COORD. ELEV. MAN1F� T/CONC. SLAB ' I II I I LIGHT GAUGE ROOF FRA ANG I I BY OTHERS. -• --`¢ - - - - J L - - - J L_.--. I -.-- 1 HIGI••I ROOF FRAMING PLAN MALES 1/8' - T-W S 3'-4' t-p b —T- j i s CONC- SLAB WITH 7 /i 4/12B EACH WAY T/CONC. SI AB L4x4xV4 WITH WS' DIA. RAWL STUDS i 7C/C (MR BASED. 4" (TYP. EACH SIDE) -- 8' X W CONC TE COL W/ (6)rE VENT. & SITE$ BEAMS BY DBL •3 TES a 17C/C. ELEV. MANUFACTURER 26 fi MTB-t 8' X 17 CONC. TE BEAM WITH N (2)PS T&B CONT. MTB-Z 8' X 16' CONK:. TE BEAM WITH C2I.6 T&B CONT. s CONC, SLAB fSEC ONDARY POmim WITH 4/12T&B ( )AID 4/8T&B (� I ELEVATOR EQUIPMENT 1� ROOM FRAMING PLAN' SCALE 118' - T-T REVlS10NS © 02/26/01 RE I W. LLTIC,TH 12/11/01 CLARIFICATION EI COPYRIGHT 2WO DOUGLAS ROOT ARCHITECTS. ALL RIGHTS RESERVED. _ OPY 432K OJ 4/4T OYP) 4" M 4/4B I YPJ ,„—► 216K i +126'-3' T/CONC. SLAB -- -- s coNc am w/ THESE PLANS AND ALL PROPOSED WORK _--.� I I , ARE SUBJEC O 189K 4/W&B b � )a:N] 12 7 s 7 T/CCNOC, SLABIC 5$ S 7 ROOF FRAMING PLAN SCALE 1/8' - T-W 1.) COORDINATE ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS PRIOR TO 10.) CONCRETE COVER FOR REINFORCING BAR W TH SLABS SHALL BE 3/4", EXCEPT AT COMMENCING CONSTRUCTION. EXTERIOR SLABS WHERE COVER SHALL E 1"' 2.) FLOOR SLAB SHALL BE AN B" POST -TENSIONED CONCRETE FLAT- PLATE (EXCEPT 11.) SEE SHEETS S-5 AND S-6 FOR SHEARWALL AILS 4 WHERE SHOWN OTHERWISE). 12.) 1_1 - INDICATES 1_60-1/2"x5/16 (LLV-DN) x 6'-O". ATTACH TO CONCRETE BEAM 3.) TENDON PROFILES ARE MEASURED FROM THE SLAB BOTTOM TO THE CENTER OF WITH (4) 5/B" DIAMETER HILTI KWIK BOLT II (MINIMUM EMBED 4-1/2") AT THE TENDON. 1'-8' C/C. 4.) POST -TENSION FORCES SHOWN ON PLANS ARE FINAL EFFECTIVE:: FORCES. THE - INDICATES A TYPICAL #4 HAIRPIN. HAIRPINS, AS REQUIRED, ARE TO BE SUPPLIER SHALL INCREASE TENDON FORCES AS REQUIRED TO ACCOUNT FOR PROVIDED BY A P/T SPECIALTY ENGINEER AT CURVES IN TENDONS LOSSES. (TYPICAL THROUGHOUT THE FLOOR). 5.) SEE STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS FOR THE POST - TENSIONING SYSTEM. O - SUBSCRIPT "S" WITHIN COLUMN DESIGNATION SYMBOL INDICATES TO PROVIDE 6.) REINFORCING BARS SHOWN ON PLANS AS SOLID LINES ARE. TOPBARS AND BARS A SHEARHEAD AS PER DETAILS THIS SHEET. SHOWN AS DASHED LINES ARE BOTTOM BARS, UNLESS SPECIFICALLY SHOWN 13.) LOCATION OF EACH P/T STRAND SHALL BE MARKED ON THE UNDERSIDE OF SLAB. SEE OTHERWISE. STRUCTURAL NOTES FOR DETAILS. 7.) ALL REINFORCING BARS THIS LEVEL SHALL BE #4'S, UNLESS SPECIFICALLY IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE A DIMENSIONED SLEEVE/ SHOWN OTHERWISE. FLOOR PENETRATION DRAWING FOR ALL TRADES, PRIOR TO PLACEMENT OF CONCRETE, FOR B.) REINFORCING BAR LENGTHS SHALL BE IN ACCORDANCE WITH AGI MINIMUMS, REVIEW AN APPROVAL OF THE ENGINEER. UNLESS SPECIFICALLY SHOWN OTHERWISE. 14.) SEE STRUCTURAL NOTES AND ARCHITECTURAL DRAWINGS FOR ADDITIONAL 9.) tII f INDICATES IN -FILLED NON -LOAD BEARING 8" MASONRY WALLS. INFORMATION. GROUT TIGHT TO THE UNDERSIDE OF THE STRUCTURE ABOVE AFTER ALL SHORING IS REMOVED. 2: INDICATES 5'-0" HIGH B" MASONRY WALL. SEE SECTIONS FOR DETAILS. INDICATES AN B" LOAD BEARING MASONRY WALL. SEE SECTIONS FOR DETAILS. - INDICATES 10" THICK SLAB. 4/128 EACH WAY T TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT ~� e' X 7 CONC TE BEAM MAY BE By IN ORDER TO 8 WITH (2rs T&B CONT. (TYP) COMPLY WITHALLApP� CABLE CODES, �- S-7 CENTF CENTERED u � O NTERERE ON ON OPENING U (3)r3 STII&PS AT — 6'x8' OPENING (9rbx8'-0' E.F. a 3'C/C :('(P) CENTERED ON OPENING I I I I I I I I I - " FACE BARS r z L I I I I I I I I I Z r- x H x COW—' SLAB � CONCI"IETE BEAM REINFORCEMENT DETAIL z AT SCd,IPPER OPENINGS (TYP. 2 LOCATIONS) (i (12.3 TES a 8'C/C Ilp CENTERED ON SKYLIGHT OPNG. & /{MERICAN CONSULTING ENGINEERS COUNCIL JEN& S ':('::110N A —A C A I N S D INCORPORATED —•--•-- �i KINS Con"ultlnn F_ngln.... 3559 N.W. 53rd Street F.3RT L 4UiDERDALE, FL 33309 (3GS) 484-7777 TO TIE BEST OF MY KNOWLEDGE AND ABLITY, THE COMPLETED STRUCTURE DEPICTED ON THESE �� PLANS CON UES WITH THE °°,•5 (%L APPLICABLE MNK&M. BUILDING CODES. FILE No. OOFTL129 DRAWN REKHA CHECKED RAKESH DATE 11/17/2000 SCALE 1/8' - T-O' _-- JOB NO. SHEET S-3 OF SHEETS 17 SHEARHEAD DETAILS NLNSRONS #3 TIES O 3.%'C/C UPTO 2'-0" FROM FACE OF COLUMN (TYP) PLACE FIRST SET 1 VT AWAY FROM FACE m OF COLUMN. +mg •4 ADDL BARS T&B (TYPJ USE TOP RE F. AT COIL'S F LENGTH N EXCESS OF THAT INDICATED WM_ 04 ADDL BARS T&B (TYP.1 USE TOP RENF. AT COIL'S F LENGTH N EXCESS CF THAT NVICATED HERE. m11 — #3 TIES O 3%'C/C UPTO 2'-0" FROM FACE OF COLUMN O"M PLACE FIRST SET 1 V7 AWAY FROM FACE OF COLUMN 85 AEDGE CToN -'41 . •4 ADDL BARS T&B RYPJ USE TOP RE F. AT COIL'S IF q1 tiL84GTH N EXCESS OF THAT INDICATED HERE x #3 TIES O 336'C/C UPTO 2'-0* FROM FACCEFIRSTE C COLUMN57=T1 V2(TYf) RA' AWAY FROM FACE 4a OF COLLMN. oa t a ,r �r1e f t''� x N. M4 ADD1_ BARS T&B (TYP.) USE TOP RENF, AT COIL'S F LENGTH N EXCESS OF THAT INDICATED HERE. #3 TIES O 3%-C/C UPTO 2'-0" FROM FACE OF COLUMN (TYP) PLACE FIRST SET 1 V7 AWAY FROM FACE OF COLUMN m' { i SG. 3/4' OR 1 va• cLR r yi`i�✓M' S4'�`,�, v'T�"�iri'."."N ` ��` 1 V4' OR 3/4' CLR SECTION B—B .3 CLOSED &UPS • 6'C/C OPENING TYPICAL AT 4 STAR LOCATIONS �x 8S � k 74 JACUZZI (TYP) MAX. e, SIZE 6'W X 6W X 7D 24W 4/3�X160 OPNG. I 6-9 HIGH PARAPET 8 I (TYP. AROUND EDGE. OF BUILDING) 1 I Lo W �? 3/ ti. {� 24 1 )Q7 S-7 9XfT0 OPNG. a ti 8 TYPICAL 10 �+ S-7 � RENF-ORCMEN AT PERIMETER 4J17B s-g 1915T&B (CONT) OPNG. 7X, 9X10 0 4/ttrX6-ff AT T 18 MP) AT BALCONY B)GES min % uMJ 5..L� STIRRUPS O 6'C/C AT CNE NG NOTE t THESE DESIGN PLANS AND SPECIFICATIONS ARE N COMPLIANCE WITH THE STANDARDS ESTABLISHED N SECTION 628-33.007, FLORIDA ADMSTRATIVE CODE 2 THE MAN WIND -FORCE RESISTING SYSTEM HAS BEEN DESIGNED N ACCORDANCE WITH ANSVASCE 7-9FP, MNMM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A M MUM BASIC WIND SPEED OF 145 MILES PER HOUR. 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE NCORPORATED INTO THE DESIGN AND SPECIFICATIONS N ACCORDANCE WITH ANWASCE 7-% MNIUM DESIGN LOADS FOR BIJ DNGS AND OTHER STRUCTURES, SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MINIMUM BASIC WIND SPEED OF 146 MILES PER HOIIZ MU� T/CONC. S.AB CPNG. 1 . oob LINE OF SYMMETRY U FOR BUILDING Z I � 10 5/4 &B (TYP. m ALL SLAB C PNGSU r- I OPNG. a/48BX8'0' 18'-0bb i� ' OPNG. T-4' 3'-4' C-1(Y 6 4'-4' (TYP) S.W. 25 0o BELOW & 1 • 162K 27K/FT 30K/FT N COOLING TOWER LOCATX)N M 0 :�.w I/AIAr"W/LIIII1111' i P'Ao' 7 r� i� ,�IIId d�'IeIIIIF�'III/I/ y _ •:a.�J�NO:wQJ• •_n:w'�.•A.•AA9 i.if• �11 •�. ddi�dYi �� • ter• ::�.� iiGws � III 001_� rofflonou OOA 1 �.v• �'� h� 1 •// `.•'■,-.i!1:.3:•d: �3M:�:Ka:1v:.G•..p.4•.y \ � � M:.❖aO7:•.:•�:iJ:J:4•• ------- ...... d:.. dl a11.r{, I �'I �, J7 •, 1. ' a I • 1 •1 'r� �. ,ICI♦ ��-- r 17�. I,Il7� d��X7C C7w-.:'�"I��N��_SIiLfINI111i1ddi/li : r� s, mom dr •dt/�N•dd�di�ddrd� NOTE PROVIDE V4' SI:PARATK�N TJCONC. SLAB BETWEEN TOP OF CONC S 8 S 7 SLAB RB-1 TIM 4. F- iI I L-:J 1'/ 6 8' X 17 "D CONC. TE S 7 BEAM WITH (2)15 T&B CONT. (TYPJ r— SEE TYPICAL DETALS rt� I 1 26 9EET FOR CONK I I I I II I LLA=I I(LOCATION TO II I _•,32-5 iSEE1FV MAN(FVJTH I I I T/CONC. SLAB I I I I II I ROOF FRAMING BY OTffRS. -----� — J L 41 HIGH ROOF FRAMING PLAN 3'-4' f- . S 7 e CONC SLAB WITH 4/129 EACH WAY ", T/CONC. JGYR I ,I, j m 4' 243K + 26 3, 270K 4 J I MB-t 8' X 1Y CONC. ---� TE BEAM WITH (2).6 T&B CONT. L4x4xV4 WIT RAWL STUDSMTB 2. 8 X 16' CONC (W EMBED. i TE BEAM WITH EACH SDFJ (2)16 T&B CONT. 8' X 16' CONST13 L BEAMS BY 35% DBL *3 �COL W/ s ELEV, MANUFACTURER 38 —a► 432K �► 216K m 5' CONC. SIAB (SECONDARY POUR WITH 4/12T&B 4/8T&B t 1 1 ELEVATOR EQUIPMENT ROOM FRAMING PLAN SCALE 1/8' - T-O' oa. rxn Hour_ rcurp=n (W STIRRUPS AT 3'C/C (TYP.) (1)15x8'-0' E.F. CENTERED ON OPENNG 5'x8' OPENNG (916x8'-0' EF. .7 CENTERED ON OPENING ,-FACE BARS SCALES 1/8' - T-O' CONC. SLAB CONCRETE BEAM REINFORCEMENT DETAIL 1.) COMMEENCING CONSTRUCTION. WITH ARCHITECTURAL DRAWINGS PRIOR TO 10.) EXTERIOR SLABS WHEREECOVERCING SHALL BE 1-1/2N SLABS SHALL BE 3/4', EXCEPT AT AT SCUPPER OPENINGS (TYP. 2 LOCATIONS) 2.) FLOOR SLAB SHALL BE AN 8" POST -TENSIONED CONCRETE FLAT PLATE (EXCEPT 11.) SEE SHEETS S 5 AND S-6 FOR SHEARWALL DETAILS. WHERE SHOWN OTHERWISE). 12.) L1 - INDICATES 1_6x3-1/2'x5/16 (LLV-DIN) x 6'-0'. ATTACH TO CONCRETE BEAM 3.) TENDON PROFILES ARE MEASURED FROM THE SLAB BOTTOM TO THE CENTER OF WITH (4) 5/8" DIAMETER HILTI KWIK BOLT 11 (MINIMUM EMBED 4-1/2") AT THE TENDON. 1'-8" C/C. 4.) POST -TENSION FORCES SHOWN ON PLANS ARE FINAL EFFECTIVE FORCES. THE (+M) - INDICATES A TYPICAL #4 HAIRPIN. HAIRPINS, AS REQUIRED, ARE TO BE /(1293TES a VC/C SUPPLIER SHALL INCREASE TENDON FORCES AS REQUIRED TO ACCOUNT FOR PROVIDED BY A P/T SPECIALTY ENGINEER AT CURVES IN TENDONS / CENTERED ON LOSSES. (TYPICAL THROUGHOUT THE FLOOR). SKYLIGHTOPNG' AMERICAN CONSULTING 5.) SEE STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS FOR THE POST- as - SUBSCRIPT 'S" WITHIN COLUMN DESIGNATION SYMBOL INDICATES TO PROVIDE ENGINEERS COUNCIL TENSIONING SYSTEM, Li 6.) REINFORCING BARS SHOWN ON PLANS AS SOLID LINES ARE TOP BARS AND BARS A SHEARHEAD AS PER DETAILS THIS SHEET. SHOWN AS DASHED LINES ARE BOTTOM BARS, UNLESS SPECIFICALLY SHOWN 13.) LOCATION OF EACH P/T STRAND SHALL BE MARKED ON THE UNDERSIDE OF SLAB. SEE JENKIN S & OTHERWISE. STRUCTURAL NOTES FOR DETAILS. (��wy�� A CHARLAND SEC I K)N A —A ,v.:0RF oRAI-E:0 7.1 ALL REINFORCING BARS THIS LEVEL SHALL BE #4'S, UNLESS SPECIFICALLY IT SWILL. BE THE CONTRACTOR'S RESPONSIBILITY TO PROVIDE A DIMENSIONED SLEEVE/ 6mr '. '" SHOWN OTHERWISE. FLOOR PENETRATION DRAWING FOR ALL TRADES, PRIOR TO PLACEMENT OF CONCRETE, FOR 3559 N.W. 53rd Street 8.) REINFORCING BAR LENGTHS SHALL BE IN ACCORDANCE WITH ACT MINIMUMS, REVIEW AN APPROVAL OF THE ENGINEER. FORT LAUDERDALE,FL 33309 UNLESS SPECIFICALLY SHOWN OTHERWISE. 14.) SEE STRUCTURAL NOTES AND ARCHITECTURAL DRAWINGS FOR ADDITIONAL (30N484-TM 9.) I - INDICATES IN -FILLED NON -LOAD BEARING 8' MASONRY WALLS. INFORMATION. TO THE BEST OF MY KNOWLEDGE GROUT TIGHT TO THE UNDERSIDE OF THE STRUCTURE ABOVE AFTER AND A81JTY .� THE ETm UH€ ALL SHORING IS REMOVED. ON /'%'Zfi%'�� sraucTDH�(cTED ON THE3E - INDICATES 5'-O' HIGH 8" MASONRY WALL, SEE SECTIONS FOR DETAILS. PLANS COMPILES WITH THE &SS= £E ABLE MNMN( BULDING -INDICATES AN 8" LOAD BEARING MASONRY WALL. SEE SECTIONS � FOR DETAILS. US - INDICATES 10' THICK SLAB. FILE No. 00FL'129 e (0111'UGH F 2430 IXIUGI AS RnnI AR(IMEC S. ALL IMAITS RESIAVED. ~� 0.i �� O DRAWN REKHA CHFCKeD RAKESH DA rt 11/17/2000 S( NLF 1/8 - T-0' S11F:FT S-3 OF Stu l r; r ._ x rn, ail +b:, '�"s °="�.r,.rso,'t< � ,a,r r �'� � ., i' �.', 4 -I E�. ,,, .,:� �r��rr '�• � �' ::,, _ _ .<r,i, "-::. ,� :� Y&.«;mk_ .—. _ REASIONS �2 12/20/00 GENERAL REVISION BEAM SCHEDULE BEAM ELEV. SIZE REINFORCING SPACING REMARKS NO. TOP OF *3 HOOPS BEAM BOTT TOP "C" "E" CB-1 +21'-7" 16x20 - - 2*7 - - - - *4 6" C/C CB-2 +21'-7" 16x20 4*9*/ 4*7* - - - - (1 )*446" *EXTEND THRU CB-1 4*9 CA *q 8AC/C ES SEWHERE CB-3 +21'-7" 12x20 1*6/ 2*6 - - - - *3 8"C/C 1*7 C13-4 +21'-7" 12x2O 2*6 2*6 - - - - *3 8"C/C CB-5 +21'-7" 12x20 2*6 2*7 - - - - *4 6"C/C (1) CB-6 +21'-7" 12x55/83 4*7/ 2*7* - - - - #41 12"C/C (2);*EXTEND THRU 4*7** CB-5;**FOLLOW ARCH CB-7 +21'-7" 12x20 2*6/ 2*6 - - - - *4 6"C/C (1) CB-8 +21'-7" 12x55/83 3*7** 2*6* - - - - *4 12"C/C (2);*EXTEND THRU Cl7; **FOLLOW ARCH CB-9 +21'-7" 18x20 4*8/ 2*8 2*8 - - (2 1*306" 4*9 C C AT ENDS *3 120C/C ELSEWHERE TB-1 +8' -0"+/- Bx12 2*5 2*5 - - - - - - TB-2 +8'-0" 12x12 2*6 2*6 - - - - - - BEAM SCHEDULE NOTES: (1) POURED ON 12" MASONRY. (2) ADD 2*5 E.F. HORIZONTAL CONTINUOUS 8 1/5 DEPTH. FOLLOW ARCH. (3) ADD 2*5 E.F. HORIZONTAL CONTINUOUS B 1/3 DEPTH. 8' X 12' CONC. CAP WITH (;. " .." BLOCK �`7. - T/CONC. 3AB SECTION 1 3/80 - T-O" - A�4 ".t wwY ^lw`i+n i as 8 3 - ��oFI I I I I I L_— CTB 1 I I i I I i1 y. �J I BELOW mi_ m {—} °' BELOW I I I I i I I I I `�✓ I w 1 I I u i I I w I I L_----_ J L---- CB-3 i CB-4 i — r CB-3 I I I r9 c` 8 1 I I v I w I I I LL I— — 5' CONCRETE SLAB WITH t_ — —CB-3 — 4 — J CB-4 L — — CB 3 J 4/158 TEMP. RENF'T tTYPJ i I 1 1 ° , Cr a Trsy II II I -1 m I —E E ea�ow� I I I i I I I °N-' a � ,5 r e. C8-5 CB 6 CB-5 c`� t f �4 -2 B 2 m BELOW A BE A �s w,'`.`,?"7 -''t'4 °! fr i'J' f4 ,d i 71h1 ,r. aae, a u { f :6r• i 3 uqt , ,klr d ^k6 y � <'' �':�4..: i, Irl e ,sfi.y. rk„t•.: Y,r ..�: :.,y ,� r Lx . f e_I Y r r �'. ¢'.J; `:r `..'� N,., hE , ''r�' f rtE n yy fil ,i.f.� ,$4p?'F aei� nsk,:.ssd i+i ,"�, t.., 4axi •.,re ' .da ,....i• ,r�ti ,G Y M- +i u. a"'3e 4. y eYiaf p, 3o 11',$ f- iti '��GT i�`?"A ,.> PORTE COCHERE CANOPY FRAMING PLAN �., SCALE- 1/V - 1'-0" r`irl`..cyy`r G ;C' r', e !i P ��n' N- ,, Y•i+iF, ..>. .. "5�', ra,3-,5�:,'� NOTE—. 1. THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLI NCE WITH THE STANDARDS ESTABLISHED IN SECTION 628-33.007, FLORID ADMINISTRATIVE CODE. 2. THE MAIN WIND -FORCE RESISTING SYSTEM HAS BEEN DESIG ED IN ACCORDANCE WITH ANSI/ASCE 7-95, MINIMUM DESIGN LOADS FOR BUILD NGS AND OTHER STRUCTURES, SECTION 5, TO WITHSTAND THE WIND LOADS NSSOCIATED WITH A MINIMUM BASIC WIND SPEED OF 145 MILES PER HOUR. 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND rHEIR USE INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN CCORDANCE WITH ANSI/ASCE 7-95, MINIMUM DESIGN LOADS FOR BUILDINGS NO OTHER STRUCTURES, SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED W TH A MINIMUM BASIC WINp SPEED OF 145 MILES PER HOUR. t SEE SHEET 1 FOR ADDRIONAL INFORMATION r<' 2 COORDNATE ALL DETAILS WITH ARCHTECTURAL ` DRAWINGS PRIOR TO COMMENCING CONSTRUCTKXi ' w .YRy. �, YY" � ri y Y t ✓"y� v Y d� � + 5 �Yo-'.'1'J: ,. V .r;• CON,. CAP *5 CONT. KYLITE 2 rt- r A00 § xl:fi. I 4 Y 1 R n r8 +K4 e 0 � r s ti' w i d n A a WA 5 ""fTMv :a Sk . 0 -. P01M COCHERE SLAB F930R SCHEDULE 'B. 4/12B .C' 4/12Tx4'-6' N OOKED) 'E' 4/1ZTX7--0' CURTAIN/WALL AND FASTENING BY OTHERS �l 271T x +✓'� thin.. T/GONG. SLAB � ��, w � � �d^+'� +$ �'� UPTURNED &r t T/GONG SLAB CONCRETE SLAB"' dr�sa tir CB-2 SEPARATION ",S'M .'�u'Ii,.:+'�"�W'i`KJT9PX{�i r .u�'Q�In�ihaiRP'S II�� d•.:. YY�4 �f,T- �' Y", "COL. BEYOND AMERICAN CONSULTING ENGINEERS COUNCIL JENKINS & CHARLAND !NCORPORA IF_,^7 C:on nu Ricg Engtnenrn 3659 N.W. 63rd Street FORT LAUDERDALE, FL 33309 (305) 464-TM TO TFE BEST OF MY KNOWLEDGE /* AND ABILITY, THE COMPLETED FES STRUCTURE DEPICTED ON THESE PLANS COMPLIES WITH THE APPLICABLE M 4MUM BULDMIG CODES. FILE No. 0OF7Ll29 t copy RI< HT :Ana DOL,fJIAS ROOT AIRCNI1WI S ALA. RR7HTSRESERMI C OR 04N REKHA ('HECUD RAKESH 1)-1Tr 11/17/2000 SCALLI: - T-0' JOB NO. SHEET S-4 Or SILLETS +Iwv j TALEVATOR MACHHPE ROOM I i I I I T/ROOF I i AIN I I � � I T/PR9 RR I I � � I I I *96 N I qV T/1TM RR S I I I _qr T/m RR I I I I I I I AiK +77-r 90 TNM RR *6T-3' T/BM RR I I � I I I +5r-T I I � I I T/7THL RR �Fj I giN +46-10` T/6N RR 1 I iL w LL w I®�<3> .® AIIN •a� s — T/6M RR I I T +ao-o' T/4TH RR <4> I . +W-T T R.R I � I io. y FJ1di FACE w F ® w III ® �® I � It i I ME Rm "� —J T/FOLJ DATION .A. •gr •C REIPF'Q SHEARWALL #2 (ELEVATION A -A) I I I I I E { ' ( I I I I i i i I I I I I I i I I I � ®! ® I 79 Y I ® Q a I I u. uj uip EO • ® ® LLW (/yam\ �/ F I I xI I i ® ® p� I I 1 I � ! " I LL i w !9 <9>` = OF BTFSP Sif;P F OW •(r RENFQ SHE ALL #2 (ELEVATION B-B) lITi4NP°uY'�C� ^'.% MI A ��w A % i ] at c M S .' 1 SHEARWALL #2 (ELEVATION C-C) �; rd I" ci v: '�. Ali.., �n ^$ `'' '^�3✓M�anl%i�",.. i r NKY1ES o v MUM OCN(M- E OOMR WALL BE 1 Y2'. 23 ZCDONB CUT TFRJ TTE SEARWALL AM BC~TTC TW RWM OF THE ECTM 3 TO &M OVERALL DW SM TO DWE NION THE S MAND TO BOW GENERAL, MWCRCI3W CONMRATM D O- DE41GNATES A SLICE LENGTH FOR VBV AL 18FaRCEME N1. SEE SCH MU-E TM SM. 4J ALL TEBINATTD VEMAL BARB SHALL HAVE 90 STANDARD AO HOOKA 6) i - PE CATES ORWMN OF OFFSET, CROAM LAP SUCES FOR VEifMCAL FENFORC13JENT. 3 12 BARS PATTESN STW'A' L I BARS PArnm OPENING DETAIL IN STRIP 'B' _. -..w: MA=m N: . STW 1r Sw 'c ISMATIM A -A SHEARWALL PLAN SACLE: a/r - r-o' SHEARWALL LAP SPLICE SCHEME MAW SPLICE O Q-T O f-T L z_r — 7 SE: 'TYRcAL WALL ED 183FaR IMENT DETAL' ON SEE S-71 NOT@ t TFESE DEIGN RNL9 AM S'ECF CAT10N9 APE N CCMPLIANCE WTH TIE STAWADS ESTABLISED N MCTION 63-.19=. FLOMA ADM1 MTW CODE 2. THE MAN WROfORM IEWM SYSTEM HAS OEM DEIGN® N ACCCMAWX WITH ANWASM 7-% M N DEIGN LOADS FOR S&DNGS AND OTFBt STRJCRRE9, MCTION 4 TO WRHBTANO TTE MFND LOADS ANWATED METH A M"MM BASIC WND BP® OF 146 MLJ3 PER HOLR I THE OOMIONENT3 AND CLADDNG HAVE BEEN SHWW AND THOR USE NCOWMTED WO THE OEM AND WnFICATUNS N ACCOMANCE "THF AN VASM 7-% MNMLM DEIGN L.OADB FOR SLLDNGS AND aM 3113�nu:s r . SECTION 6, TO WMIBTAND TIE %W LOADS ANOWED WITH A MNM:M BAE7C 6 E WPD T® OF US MLES PER HOLR fF t il! II 1,01 AMERICAN CONSULTING ENGINEERS COUNCIL JENKINS & CHARLAND INCORPORATED Cmsulttnp Engtn.•r. 3659 N.W. G&d Street -- — FORT LASDFADAM-E. R. 33309 CM 494-7M TO THE BEEF OF MY KNOWLE)GE AND ABUTY, THE COWLETED TRIICRRE D6'IC11D ON TIER =i.AN9 CXPlE9 WSTH THE }} .-�PPLJCAHLE MAM M MAJN4G 'CCE$ F Ne OOFTL129 R F?VISIONS t'OPYRIGHT 2W,o I)11 6:. AS ROOT 0041f (" All RIGHTS RESERVED DRAWN 80 t LA KED RAKESH DA'IL 11/17/2= SCYLF 3/8' - T-O' JOB NO. SHEET S-5 t,t- SHF. I I a"' *t%'-9' T/ROOF \ ': _ +9S-tf T/1tM RR T/1fTT'H FLR t7T—T T/9THi RR +6T-8' T/S FLR .se"-3• T/TTH FLR t48'-10' T/6TH RR .39 -5' T/5TH FLR r30'-0' T/4TTl FLR •za-r T/3FD. FLR T/2ND. FLR n•a� ., sa' O CONCRETE SLAB O lair 1. OPENING N WALL ITYP) SEE TYPICAL REIFORCB.ENT AT SLAB AND WALL OPENrG9 S-1t I OLLu1 I uLL1. � S x ; � O ` W Y O <Q = O Y SEE PLAN T/FOIA`DATION STRIP 'A' SEE 'TYPICAL WALL RD, EF4'-6• 0WORCEMENT DAL' --.__—_..._._ ON SHIlF S-n mw •A• 1 •Br 14'-2" STRP T � Zy i ccO�� O STRP HOW, REIWOL C N XWr f 'v"'�.�a h r�S�l.`�;*< 'i"'I^t Y��}'I m�' � i✓T''� ��''Tx' �� 7a'i�t !�''s �"Pr ARWALL #1 ELEVATION .SC � �• S r ram "r,-�h �.a'�•ta�iSl., '.�.. t ' ✓ k,ry..; nn � w 3 <' d�'t r r sA-�Y¢,"A,?^„ PA'•»^�T. '"�`9i°`( e:�'+ at SHEAMALL LAP SPLICE SCFEDULE MAW SPLICE Al B1 V-6. g-7• CI SIT O sr Et 7 q' O G1 t 4' t-7' •M: CONCRETE COVER 11 9-CTICKI ♦ • TIE KA)OSE OF THE SECTIONS IS TO OA DESIGNATES ♦ FOR VERTICAL TERMINATED4) ALL 1 STANDARD ACI HOOKS SLICES•REINFORCEMENT NOMS t THESE DESIGN PLANS AND SPECIFICATIONS ARE N COM'LIANCE WITH THE STANDARDS ESTABLISHED N SECTION 624-33007, FLORLDA ADMINISTRATIVE CODE 2 THE MAN WPD-FORCE RESISTING SYSTEM HAS BEEN DESIGNED N ACCORDANCE WrrH ANS /ASCE 7-96, MINIMUM DESIGN LOADS FOR R LDNGS AND OTHER `A, r .e- >nr.. .a �-; � >r1UG1. 151111Ui nflc'HiTECSs AN, P HTt Nk SERVED rK R STRUCTURES, SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATE) WITH A- MNMIM BASIC NOD NE D OF LI5 MILES PER HOUR 3. THE COM?ONT(TS AND CLADDING HAVE BEEN SIELECTED AND THEIR USE NCOWORATED MO THE DESIGN AND SPEC CATIONS N ACCORDANCE WITH ANSVASCE 7-95, MNMUM DESIGN LOADS FOR KA_DNGS AND OTHER STR)CTl1RES, M � ,�t��'r�e � ,• a �' .• � e �` SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MMM ABASIC T�•�`°. "." n,A ..(,',5a3G " ,. ff , WIND® �OF 14b MILES P62 HOUR. DRAWNw a REKHA ;r." G({i AMERICAN CONSULTING rr(hrr 4 RAKESH ENGINEERS COUNCIL ro.A Y^ H m r��/� 34 1V1%/LW0 JENKINS & S(Alr Yr� r �r tl * �' 7� x .�a, �': c'T• ;. ,a , :. •^r'�*O' 'fin .}'r x `� . sr5 .. CHARLAND 3I8• n T-0' rX,".+ rNCORPorrisT(-t. Y! / e :s1 NnA L1XY•"A� 1 AG..aL..Y';:, k '}^,�m',• "`•!� Y. Com hl�.g Ea q,nuery 1OH ^IJ. y r.0 r �.°�'u +� � "' r $' t,� �:� T r s � �, '� ,�+x. `y �S ;� �• " �} wz 9 4k' =f- 3569 N.W. 53rd Street v - �r S zb, FORT LAUDERDALE. FL 33309 VI IT1T �' �,,� f }� xy. "^° 'wr r 'm '" o" A9``'+ 'i;�"' •er i.W` �I dr 9' L I308464-7777 y y � �� x ,.. a r �� ' �"` � " .�,f-r• M1 c 4 h :9 �H�*«rw,��e � f,��' TO THE BEST OF MY KNOWLEDGE a ya 4 i r AND ABILITY, TFE COMA-ETED ow ti "r�' :n :"' w. "ta .'i��y . 1'.' t*',�v:: ;' ASi, ?"'.: e ,. ^ztir'yi'�R,,`" - . � - - •=z STRucTlIRE DEPICTED ON THESE r _ �4N3 BLE MI IIA WFTH THE APPLICABLE H.TNAJM BUILDING Pp��•• - - �COOES oP srtrhI _S,Gid FILE No. OOI7L129 SEE ARCH. DRWGS FOR GUARDRAIL DETAILS I cr UPTURNED CONC. BEAM CURTAIN WALL AND • CONNECTION AT EACH FLOOR BY OTHERS • SEE STRUCTURAL NOTES CONIC, SLAB - 005 CONT. (TYP. AT FREE EDGE OF SLAB) SECTION 1 firma + -►— 6' LIGHTGAUGE METAL STUB WALL AND FASTENING BY OTHERS (SEE STRUCTURAL N 6' WDE x 3/4' DEEP RECESS AT STUD WALL • CONCRETE SLAB 0*5 CONT. (TYP. AT FREE EDGE OF SLAB) SECTION 2 3/{' - i'-O' 8-2 J h Pk.,}. { 1 '�"f 'y'+` ,A rn r`' - }n•J rt,f, »t. M ':¢' r1 .s` m b . "rI`jr,:'�* qY 141 N' PRE_fNGINEERED WOOD � : \ ROOF FRAMING BY OTFE.R P�JR 4' iL 1: h ` 8 �S I �` --- SMPSON FETAL-20 AT A G s EA TRUSS (TYPICAL) f J" STEEL BEAM CONCRETE BEAM • � f� a � �W8x24) (. f x., c ei•e Fa 3 a ( a - e � ' 3'-4' DOOR OPENING (CENTER ON STAR) — MASONRY WALL ti - 3'-e' -- CONCRETE SLAB (2)•4 BARS CONT) 3/4' 4/12T a 04 DOWELS AT 17 C/C • 1/2' ISOLATION JOINT • I 8' MASONRY WALL - -- STEEL BEAM AND - • CONN. DETAILS BY ELEVATOR 4 h MANUFACTURER • CONCRETE BEAM l- y MASONRY WALL BEYOND MASONRY WALL a,{ PROVIDE V4' SEPARAT BETWEEN BEAM AND SLAB CONCRETE BEAM tw SEE PLAN T/ROOF SLAB p, IN h -N Yk r e S A :�Rx 4 ,e F P" �yJJ . r •'� �C x�"E s ! 1 °1""ka'x �yy�,% M`r ,yuk+N +rtl 59... rr AFyx >x 1$d.'..i a 'h"is YIGV; a� . 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BETWEEN DOOR JAMBS -- - I� REINFORCE WIiN (1)r5 CONT. -- 6' LIGHTGAUGE METAL STUD • 8' MASONRY WALL 8' MASONRY WALL WALL AND FASTENING BY WITH •5037C/C. WITH •5032 C/C. OTHERS (SEE STRUCTURAL NOTES) +4 DOWELS AT 16' C/C H m CONCRETE SLAB I 8'x8' CONCRETE CURB k � � , � z- � 8'x8' CONCRETE CURB 1 V2' SLOPE nip `:_^ r 4i �tr a t °�" • WITH (%5 CONT. • ^E- � �' . I WiTH (U•5 CONT. Mllllll�tlA is MESk'.RVFF' A CONCRETE �AB'yCONCRETE SLAB (2Jk5 CONT. (TYP. AT I I FREE EDGE OF SLAB) 6' LIGHTGAUGE METAL STUD WALL AND FASTENING BY OTHERS (� STRUCTURAL NOTES) s h r' ,y„�y,, + ,Far ,+ u e p r» ° ,v:. • _ r ��.y.YC r " &+5"'A"tiy;'',�a'if� ��.xy �J�r��:.. �' ,! F• " I ��xW'F{.'r�'' ,��`. e' ...y. ;�+ •+' v:4�- ,+g¢� .d�, KE 2� ..m( au5r. W u' ✓ r' s x=r` Y ,+:.:_ r;t 0, w ^r "n i, K• :t V,td?',{ aw'rl + ,1•j:. e a �1r� SECTION 3 �� ', �` SECTION 4 SECTION r U 1-0 � �, - 8-2 4 3/w 1'-0• 3/4 1-0 B _Wig': n y _ y S' r N'::i r kl'w ✓uT � �';�:', ` F^e `'F'.irw •+wR. Ir 't,�* _ Y : gip„ , ^'3:. i.5�,", .m ,. .. n. i..: -sr ,..a > X:::.,': .. .r ,^ ,..*p.. a ,r i A., �.`y •x .- a + .F. , ...,rP r L. o-.,, PoS' u,:,idh. y.ul`•.: r FV '. -, F"d:C �, ,:.,:. ,.._ .:. a .r SN-.. ax,. r t - ,; p�f} 1 P• .,: t4 r., rl •� ...,.". 'R'- r '.,y: .:.v,. F: '- Ya' -,s.- ,�f.p Q n+^_;- .Jr :_. ,.. x ,. Lr. o. 4 a ,. , �,. �., , wt. z . �'/� k� � dt "4' .r.�.- "i..' m,� aeF�" - 1:/1 ,a 4.. ,,, ,. „. ,.5 f ;ti ,.., ,.,. ,,,r,.. „ I • ,>.;::W., .."�'..,, .,g ,,, „,:'. t�°i�'r{ '�S w r�,y } TE COLUMN BEYONDu.l e "` 3x r 8'x17 CONCRETE TIE BEAM 1�-•( Or r aT M � 3 ; �^ WITH (2*5 TB,B (CONT) �-�-•1 <' �. -,... .• .:.. -=r. ', n,'kr',:p B•r.:.�, nIiNt ,w ,::;'Sr li R^,. aad•', +t'i'.,.;,n4 ° J'...,'k:'�'s - L4Y„'" Q 5�'f S ''° F .' •'�•^ "; ,iwry �'N�'�:7 rA No- Qa.:i� r , � r .,�S, Ir i •., $c am*+r t>r _ b?zn 'i' ,r�•:" �`5 '' e,.. � .r (�'1 •, I ' "> , rs a` MASONRY WALL BEYOND .y CONCREIE SLAB F �..I , C t a.i ..,.,,. W 'Y '' .,._ .tw. =s, .,^ „ : ;,. ' (x v al' 3„ b F ♦ ' '. ,. i L': ,.., ,_ y.rr, e U O (1.. , 3 4 p , S .EMni'rR; , ..,a.,v.., j ;:.�, i `f � v= xu_4 re >. CONCRETE 5T .,« � .:. r-,. , � , . �, .. T/CAP .Y,dh'J � ,. •. �' f:. r.., td'-vtl ,S i;iF i" .4, k^k:h:M .: . ' • •�. :..: • ' .` ,,. ( , d g y. 8 MASONRY WALL WITH 16x12 CONCRETE CAP WITH i2).b T8B CCWT. � v ;x 4 .. n (HOOK AT FAR FACE OF p •5 AT 37 C/C �� a77 "v d Wr' �'''''# s Tyr y F "i r c :' �-�: • • TE COUA�iNS AT ENDS) Y 1 "' � . - - .,rcy� • • '� r � Ju +�; rr� d �' t i : t � l µy ,'r .. y r affio dA p, ii CONCRETE TE BEAM WITH?' r .� �•rc _r- Q �* (2l•5 T9B CONTINUOUS - - • • WLL LIGHTGAUGE 8' MASONRY WALL WiTH •4 AT 48' C/C STUD WALL (BY OTHERS) ,4�i � � * ., �; � y i ry� '•5 .tT.; A •::^G. 4 :^.;}+:k ,.,, '� . �3, a kv 4 AIN ll T/TE BEAM • s 'rff 3Y " '� ,r,y ,4v •L, r., rt - .. / ^wwa " `ThV 8' MASONRY WALL TE TIE BEAM WiTH (2*6 TBBB CONT J WiTH •5 O 48' C/C 0*5 • _....._ tH . + u �� P , 7 � x+ a i� tiff°µ y , 1 • ., CONIC�TE BEAM WRH ND•BT. (2k88 z � ,� * , (665 EF. AT EQUAL SPACING AND.., a DOUBLE •3 STIRRUPS AT 12' C/C CONCRETE SLAB VARIES ALL REINFORCEMENT TO HOOK AT": 8'x8' CONCRETE CURB CONCRETE SLAB ' �� WITH 004 (CONT) • • /� (+?ib'-9' TO +120'-9') FAR FACE OF CONCRETE WALL AT ENDS SECTION A —A T/CURTAIN WALL �+ a { uQ�! rs��,�,� P, •fyp� �;i!P'P•�,2.s'�'d��3txr�i c>F ),�+,a -�, 4� i /¢/''',f I • � if � r dF�F'tk �'��.: , 1 TS ` Y iw YF8% . yi., , ♦ t `t . u °r C ''1 3„Wry a' r,9r� kL"t ' •i �"�� r7 •' . ,�, ' s "r',t. u n 1� w CURTAIN WALL AND r w w. .T1 Tn � x� x4mk ,v. .GSe. . , w FASTENING BY OTHERS N)r (TYPJ OTHERS (SEE STRUCT. NOTES �z v r � (�\_ R Z. r i�pi' Ili INaTdrhry t +,'w In S *w' ,xt "" k M''J 1 d ^f�,x *y°r"-�+ SECTION V �J D e 3/4' - T-O• j+ -- CONCRETE STAR), L CONCRETE SLAB (FEINFORCEMBJ � '€�''��,: 4 a;;'W�,a3o4# vGi• f "�, � < < �„E r..:• `,�::. ,��' 1 NOT SHOWN FOR CLARITY) � Ifl, Y � ":I. � 1& 11"iI , fr::d'k 7Y„ �" x '�^ F,k1ir" r! it"" ✓fi .::n+ 1. ,�F'. y v"kllwlr« � pn ,,.•: ,Y L, , 'ir '� n:: kl T';Iq: e 9 l gip:; T .:.' .-v' F �' r� ,1t. h � k 4 t`�.'-^L av tom, •f, :::': y�"Y. `1'6I e !y r , .:'`I'ss' s. ,wr'..1• yr r}. .qa .'y .,.c.. r: 4'f �.+•� �1�•�F p �,,y J �V1T�'. IR/ 1 C• EA. WAY k SECTION 7 (tk4T TYP. `"�`''� " � fiY '^`� � 1. THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE {. - 1,-0.., STANDARDS ESTABLISHED N SECTION 62B-33.007, FLORIDA ADMINISTRATIVE 318 3 air,,.r r 'x CODE. I x 2 THE MAN WIND - FORCE RESISTING SYSTEM HAS BEEN DESIGNED N ACCORDANCE A` J ` ( q WITH ANSVASCE 7-95, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER f : STRUCTURES, SECTION 6, TO WITHSTAND THE WPD LOADS ASSOCIATED WITH A MINIMUM BASIC WIND SPEED OF 145 MILES PER HOUR SKYLIGHT AND FASTENING y BY OTHERS ', 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE x 1. INCORPORATED INTO THE DESIGN AND SPECIFICATIONS N ACCORDANCE WiTH h - - ANS/ASCE 7-94 MINIMUM DESIGN LOADS FOR BUILDNGS AND OTHER STRUCTURES, CONCRETE �� • • •� ` SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MINIMUM BASIC WIND SPEED OF 145 MLES PER HOUR. A I' • • • • 8'x12' CONC. TIE BEAM a' a '' .. , WITH (2M T&B (CONT.) ;; WITH C/C � 1 }-a RAWN DRAINAGE HOLES (� 4/10 DOWELS "* ° x > AMERICAN CONSULTING c��Ai n NRY (SEE ARCH'_ DWGS) ENGINEERS COUNCIL RAKESH rY, P � 1 pAT1 i L CONCRETE SLAB I t' J E N K I N S & —_ r '$' %5... � a�,.. ! Pa rra SCALP. • • 8'X8' CONCRETE CURB CHARLAND AS SHOWN WITH (CONT. TH 2k4 .- L I b A EJ y• " 1 JOB y r� 3659 N.W. 53rd Street 2+5 COIL WqF FORT 33309 t 1 t LAWEf�ALE, FL (3@ 484-TT77 Kt, >u .'. n, n v't:• i- A., ,, ^ld t $>, .., dr,., ..'�✓, .,.>d.},,M ly, a..,P To THE BEST of (uIY KNOWLEDGE ., ,.. ,- .k y . t t r• , it .:. .. r. I. ke^;;.ktrr^ �, ., «`.::; •r!3.,., k ,f, rl^:: t'4 wrS,xyt, p i .>. xt w tl AN DAB fTl' THE COMPLETED C OMPLETE 9R t . 1S S/ g . -. . ` ' , ... STRUCTURE DEPICTED ON THESE ,f L COMPLIES WiTH THE e..:., ,. h v i SECTION 9 APPLICABLE M(+8ti1UM BUILDING u r J// -O i 3 4 - 1 CODES c ; r' S r �� I .H. ..li tp 1) 4001 FILE No. 00Fr_129 y , rr' R.- k'_ - r...s. ss�.: ----.—------- aPi RL.: y,.'. ",J"1.: _.-i.; _r .. T +f :d' -0 ': ^,.a ....r _: Ff i r{4 `� f.:^. ITN, ... � �. r cq, l: , h"{',; ,F• ��i �,i n ;efi� �i.:. � �/' -%-e .F ?;::� I • tr :. r � ..... • . ,: . +Y' , ,._5;,, ;!' 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SHFARWAIJ_ W/ #4 BARS 0 48' C/C 12'x12' CONC. BEAM WITH S, CONCETE BEAM 'N y •.4},� -0A 4` 9'X,.p_ }fTi"w , �S ^' J f2wb TOP t2}5 MD -DEPTH, f2kb BOT. AND #W'C/C. e . -'1— -;,..n}K4 x yh� ''CS STI PUPS ALL HORZONTAL 6x, __ P, ,azi µ•,the � f x RENFORCEMBdT TOBE HOOKED. .I a ! 4' CONC. SLAB WITH bxb-W1.4xWt4 WWF ON 4 LAYER OF f ,pis -k�. �• '� '' �'�,r � �, u a ,' __.._GONG. BEAM BEYOND>„ w 12'x12' CONCRETE PER WITH k: bN sf`l'11+1 1 f' Mi lY 3: 1'' STYROFOAM 116 HIGH LOAD' FILL K e , (4)66 VERT AND •301ZC/G TES r r; 4r * wx p 4'-W 10 T e tt' • 9'-Z 4'-10 coNG BEAM -- --� - h (2)r8x10'-0'. PLACE � _ �� CONCRETE . '. BELOW TOP RENFTY I ONCRETE BEAM ID I I TOP, (21F680TT. 5/YlT ` 11 9.F OF BEAM BEYOND % I I 10r f *306RRlPS AND 'C/C 9T Y 8' CONCRETE CIO W/ 064 CONT. AND j — — — — — — — — , a4 DOWELS AT 24'C/G YI''�"' } xx F,h �.'CONC. BEAM BEYOND ^. ,k CONCRETE SIJ1B BOTTOM g,"'.zC;p^.S�i'.' e I �--CONCRETE SLAB CONCRETE4 -b LINTEL _—--------- — — y' m S. 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Y T/CONC SLAB SECTION SECTION /14 3/e' - T-W 8-1 r'Tr,•`.k A.'@°ti E v t< �`i:;^ f lr`N n'tT'irl, CONCRETE SLAB BEYOND 41 706' CONCRETE BEAM WRH yl <,e i?''• 67 TOP AND BOTTOM AND LDN� �906'C/C TES. BOT, WW7 ' TO EXTEND 7-6' BEYOND ENDS OF BEAM SECTION 13f r „ 3/4' - T-O' 8-3 , ti •4 0 12' c/c HORIZ W/ CORNER BARS 2'-8' ._� ! ADD 295 TOP & BOTTOM ALL SIDES EXTENDED 7-0' BEYOND OPENING CONC, PILE CAP SCALE 3/4' - T-U' CONT. �— THICKENED EDGE (BEYOND) TYPICAL ELEVATOR PIT DETAIL N--+4x7-W (4 TOTAL) 3#6 TOP & BOTTOM 0400K TOP BARS AT ENDS) HOOPS 0 10' k PILE, k WALL, & k THICKENED EDGE T/PN..E CAP [ COPYRIGHT HT 2M] DOUGLAS R001 ARC ITITIW IS_ ALL RIGHTS RESERVED kn r� M Qo)U Iz z Q J V Q n U o� ►��"I r a Q Q Q AMERICAN CONSULTING «lccr r°,n ENGINEERS COUNCIL RAKESH DAII JENKINS & 11/17/2000 ,Ni ,.-,;'.«w ' ! CH AREAND AS SHOWN iNCURP ORP�"B: iJ 1. THESE DESIGN PLANS AND SPECFICATIONS ARE N COMPLIANCE WITH THE (unaultlna Enal eo.a JOB VO, STANDARDS ESTABL&ED N SECTION 625-n007, FLORIDA ADM ISTRATIVE -- CODE --- 3659 N.W. 53rd Stre®t FORT LAIDERDALE, FL 33309 SlIFFT 2 THE MAN NM) -FORCE RENTING SYSTEM HAS BEEN DESIGNED N ACCORDANCE (306) 494-7777 WITH ANSUASCE 7-95, MINIMJIM DESIGN LOADS FOR BULDNGS AND OTHER i TO THE BEST OF MY KNOWLEDGE BASI STRUCTURES,BASECTION b, TO WITHSTAND THE WIND LOADS ASSOCATED WITH A C n AND ABILITY, THE COMPLETED S�Q MNNW"C WIND WED OF 14b MILES PER HOUR AND STRUCIlRE DEPICTED ON THESE 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECT® AND THEIR USE PLANS COMPLIES WITH THE INCORPORATED INTO THE DESIGN AND SPECFICATIONS N ACCORDANCE WITH APPLICABLE MINIMUM BUILDING ANSI/ASCE 7-95, MNA!f<1M DESIGN LOADS FOR RILDINGS AND OTHER STRUCTURES I BB O CODES (H titn l- SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MINIK4k.A BASIC WND SPEED OF 145 MILES PER HOUR, !LE No. OOFTL129 cr z NL- 90 T/STAR TOWER RPVISIo`V 12/20/OO GENE k REVISION +%JV Y T T/PHNT, F.R. as-tt T/1RH. RJZ T/ p1H RR +7r-r T/9TH RR +6r-W T/6TR RR a 0 0 Ln B U U. T/7TH R.R. 0 z w W L) U z U T M RR F -} .._.--..... +3q-5' T/6'fH FLR +m-r T/iiD. RR +tt-r T/20 F.R U U SEE 'DETAIL Y rE ' THIS SHEET FOR REQUIREMENTS 1 I SEE PLANS I I TOLE CAP 1205 26 1 20 u U U U IU oU U IU 'U 2d 27 20 21 19 22 0 �:../ 15 16 10 18 23 COLUMN SCHEDULE 8 U �U U �U u a U UI 0- a u U I U U Ar 0 0 29 30 2B 31 9 12 �45 13 14 17 *6"9 DOWELS y�f t * �,F COLUMN TYPES 00001z 14 17 20 21 25 26 28 29 30 31 0018 23 OD 8� 13 l • 10 11 15 16 19 22 �N�iPAkDf�SPI,I j] COL 1iNFCEMENT SHALL BE AS PER ACI STANDARDS FOR COMPRESSION LAP S LICE 30 BAR DID U.N.O. ) J STAGGER AGGER SPLICES *2NLFLO0R _ 1 COLUMN_ 4 + 5 TRANSFER DETAIL 1/2' CC&#WSSBLE JOINT FILLER WELS SANE SIZE 8 It As cauMrUNM N REI++1F. TE SPACE WTE1 1. THESE DESIGN PLANS AND SPECIFICATIONS ARE N COMPLIANCE WITH THE STANDARDS ESTABLISHED N SECTION 62B-33.007, FLORIDA ADM mTRATIVE CODE. 2 THE MAN WIND -FORCE RESISTING SYSTEM HAS BEEN DESIGNED N ACCORDANCE WITH ANSVASCE 7-96, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MINIMUM BASIC WIND SPEED OF 145 MALES PER HOUR. 3 THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USr INCORPORATED INTO THE DESIGN AND SPECIFICATIONS N ACCORDANCE 'v; ANSVASCE 7-95, MINIMUM DESIGN LOADS FOR BUI.DNGS AND OTHER STRUC SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MINIMUM BoL WIND SPEED OF 145 MILES PER HOUR. CONCRETE COLUMN T COPYR101r 2(W DOL G LAS RM)r .AR01111-GI>. ALA RIGHTSRHSFRN'PD J l rr�^N A �U z w CW, O� U H U Q� ~� O u. W U Orn u o z z C ;z DRAWN REKHA AMERICAN CONSULTING (AfECKEo ENGINEERS COUNCIL RAKESH DATE JENKINS & C R L D 11/17SC��AlL � 3/8' - T-O' N RPORA �,OA ,_ � Co-.e�iUnp Engineers JOB NO. 3669 N.W. 63rd Street FORT LAUDERDALE, FL 33309 siit:er (309 494-TM TO THE BEST OF MY KNOWLEDGE -J J ✓ -Zt t AE AhO ABLRY, THE COMPLETED C�_g STRUCTURE DEPICTED ON TIfE v �'LANS COMPLES WITH THE Z�Je APPLICABLE MINMUM NJLDING CODE& Or GEI's FI-E Na. OOFTL120 u h ---6+8 0 I U N 17 5W EACH WAY (3 WAYS) 5+4 e a O) rn 2 P.C. ■ I N s T 3 P.C. 1'- " '-D" -0" 4'-D" 10'-6" 4'-O" 4'-O" 4'- 16' DIA. TYP. 2 P.C. ■ I N s T 3 P.C. 1'- " '-D" -0" 4'-D" 10'-6" 4'-O" 4'-O" 4'- 16' DIA. TYP. of ri \ j F Ckl X3 ° \/ I'll "ell o I r r r 20+6 TOP \ / r} r} r} 96+8 BOTT. 2-LAYERS r} rr 7'-5" 23'-2" T- 5" 38'-0.. SHEARWALL #1 PILECAP (38 P.C.) NOTES: U THICKNESS ° 4'-6' 2) INDICATES TENSION PILE SEE STRUCT. NOTES FOR REQUREA)ENT& 31 NDICATES BATTERED PILE (SLOPE t61 NOTE 1 THESE DESIGN PLANS AND SPECIFICATIONS ARE N COMPLIANCE WITH THE STANDARDS ESTABLISHED N SECTION 625-33007, FLORIDA ADMINISTRATIVE CODE. 2. THE MAN WIND -FORCE RESISTING SYSTEM HAS BEEN DESIGNED N ACCORDANCE WITH ANSVA3CE 7-95 MNMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, SECTION 6, TO WITHSTAND THE WND LOADS ASSOCIATED WITH A MINIMUM BASK: WIND SPEED OF 146 MILES PER HOUR. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE DESIGN AND SPECIFICATIONS N ACCORDANCE WITH ANSI/ASCE 7-95, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, SECTION 6, TO WITHSTAND THE WND LOADS ASSOCIATED WITH A tv"" BASIC WIND SPEED OF 146 MILES PER HOU2. u u 0) O rn I -9" 3'-0" �61-6ft 12'-0 4'-0" 4' 2' — t1+8 EW. I U Na ri t_Li_til L J_LJ_J � r N iO1 I N -9` fl 2'-1 1/2" 2'-1 1/2` 7'-9" 5'--6" 1'-O" 4'-0" 4'-0 -9" 1'-9 5 P.C. �, 1, 10'-3` , -0" 4'-0� p _ A — A _ a a •I e s +7 TOP / 0 0 Im 1 I +8 BOTT. P SEE AIL N S-8 17104 M N / \/ a O) -o O\/Oaf \/ •Ql/ \/ \ /ohm \/ ' \/ e0 Z tD ° l/q. Lo \/ a \/ "\/ 8" 7Be g'_ 1a 30+7 TOP o rp - 46+8 BOTT, 1 I '-: 1 7 TOP - +8 BOTT, a) o \i � } i t; COLUMN T/PILE .. ,. _,, I (SEE PLAN) yII 1 - N NC EXTEND PILE STRANDS TO TOP OF GRADE BEAM 2" COVER #____# AND CLAMP (TOP & SIDES) - - - - NOTE: SEE SECTIONS 'E' AND 'F'/ x SHEET S-1 FOR LOCATION I OF STEP DOWN IN GRADE -A _ DOWELS TO MATCH i/ BEAM. BOTT. OF GRADE BEAM COL. REINFORCING IN THE SPECIFIC AREA SHALL - BE -3'-4" +7.77 FT NGVD v 2' 4" (+8.17FT NGVD) �--4 G I Y B/BEAM L1 3" COVER I I ( EMBED PILE 1" INTO I I GRADE BEAM r� c ( I AUGERCAST PILE ( I (SEE PLANS AND G PILE STRUCTURAL NOTES L1 FOR REQUIREMENTS) c — B ( i I P p - 414i�' -25'-0 (-14.5 FT NGVD) TYPICAL AUGERCAST PIL B/14` DIA AUGERCAST bb PILES (SEE SHEET S-1___ FOR LOCATIONS) - ---__ REINFORCING DETAIL R TYPICAL PILE/GRADE BEAM/COLUMN DETAIL 1 SHEARWALL 2 PILECAP (56 P.C.) 'U THICKNESS - 6-6' 2) � i INDICATES PILE SEE STRUCT. NOTES FOR REQUIREMENTS 00 I ly i7 U M a low, , 'rgh �d a"�'IfwA'�i� 3u«; e a Of c,4 _I I h N ' It It I h i� N -1 1' -6" 1 -6° 9'-6" . co r r 1 r -1 1 fi u \e Pj W B/GRADE BEAM_ F SEE TYP. DETAIL THIS SHEET -"--`--PILECAP 8 PILE (SEE PLANS) -28'-8", -18.17 FT NGVD (M, h VARIES36'-6", - 26.0 FT NGVD (M B/16" DIA AUGERCAST PILES. _ PILE/GRADE BEAM --_ f � - -_-- -__ ._..__ _. N CONNECTION DETAIL COL. SECTION B-B 7 P.C. C W r +7 TOP BARS $ m 6' C/C EA WAY 7'- 6" 1'-3` 5'-0" i M o) - o 14' PILE TYP. i o i� 5#7 BOTT a -------r�-i I I � 1 I � 9" 6._0" 9e FACE OF MASONRY ABOVE 4 P.C. SPECIAL - 35 TON. THICKNESS - 2'-V 0) I � ° rn I N T U •� I U o -__- _ a n +Be 8' C/C I O I � acr, I I -•-III-- I N 6-PC SPECIAL BUILDING STRUCTURE (2) - V8"Xr GALV. METAL STRAPS W/ e a° A (2D - 0.145 X1 V41 / 8" WX12" D TE INTO EXISTING BEAM W/ 2 +6 TBB. STRUCTURE 8. EtrBED. INTO WALL TE BEAM B" BLOCK 3/4' CLEARANCE WALL ~ A INSTALL BACKING ROD AND CAULK TO MATCH FINISH F BULDNG STRUCTURE r SLAB W/ 2 *66BBO0M F' V aa^ ¢•t�.�s r ^ 1 DETAIL *: 8-10 KT.H REF. S-1 .0 4 +7 TOP BARS y / O 6' C/C EA. WAY 1n � ° I owe'n +8 BOTT. BARS - - ® 4' C/C EA. WAY ONE LAYER REVISIONS 0 12/05/00 D.E.P. COMMENTS <` t't H'YRIGH'7 2p1V NX01.AS ROOT ARCHITT.C-TS. ♦ILL RIGHIS Rt.SFNVI D. V I� VI O ` SECTION A -A fi p? , DRAWN �- ,•, '= R�ICHA AMERICAN CONSULTING rllecxD ENGINEERS COUNCIL RAKESH DATI! 11/17/2000 JENKIN�CHARLS & scaLE CHARLAND INCORh ORATt:D Coneurtlog Engineer: )OH NO. +8 BOTT BARS 3569 N.W. 63rd Street • 4' F.A. WAY FORT LAUDERDALE, FL 33309 (2 LAYERS) LIM 484-7777 TO THE BEST OF MY KNOWLEDGE AND ABLITY, THE COMPLETED S-10 }} V /y f / �% STRUCTURE DEP LIES ON THESE PLANS PLANs COMPLIES WITH THE APPLICABLE MMuIUA BUILDING FED 0 8 20w ^oDEs rX)F T' z w STAGGER SPLICES 00 AS REQUIRED (SEE O i a COLUMN SCHEDULE) N Ln -SLOPE AT FLOOR SLAB - JJ (SEE PLANS) 1 TO 6 (MAXIMUM) I ADD 3 TIES ® 3" C/C CONCRETE COLUMN THRU INTERMEDIATE SLAB WELDED WIRE FABRIC "— SEE PLANS FOR REQUIRED REINFORCEMENT. TYPICAL SECTION THRU THICKENED CONCRETE EDGE (SEE PLANS FOR SIZES AND LOCATIONS) CONCRETE COLUMN TERMINATION AT SLAB VERT. REINF.--- HORIZ. REINF-- CORNER BARS SHALL BE SAME SIZE AND SPACING 7 0 1 AS HORIZ. REINFORCMENT I S 6 ' N 2'-0 �- TYPICAL CORNER REINFORCEMENT DETAIL CLEAN, THEN PAINT ALL STEEL WITH RUST-O-LEUM PRIMER OR EQUIVALENT VN GROUT SELF -RECESSING TYPE ANCHOR N H- <z I U 41 O 3/4" MIN. I 1/2" DIA. 270KSI 7-WIRE STRANDS I 1" CLR. GREASED & PLASTIC -WRAPPED SEE PLANS FOR REINFORCING 1#4 TOP &BOTTOM CONT. BEHIND ANCHOR TYPICAL POST -TENSION ANCHOR DETAIL SUPPORT SUPPORT PROFILE LOW POINT I uO \ OST-TENSION STRAND CABLE DRAPES AS SHOWN ON PLANS TO it OF CABLE TYPICAL POST -TENSION CABLE DETAIL (2)#5 T&B AT 4" C/C VERT. REINF. HORIZ. REINF. n Oft {• ' x/4 OR r/4 2 OR r/4 (USE LARGER) r art N9E LARGE) UINO. INBEAM SCHIDLI E C BAR 1 V7 GR FOR BEAMS 0 TOP BAR S/4' qR FOR SLA89 LINO) i--t-- i---I cr II I I ) I I I ) I I I ) I I I BOTTOM BAR 3 CUR. FOR GRADE BEAMS 64 STIRRUPS — SEE: 1 V2 CIJt FOR OTHER BEAMS SCHEDULE FOR SPACING, USE 90 END HOOKS (r aR 'C BAR SPAN 'x' SPAN Y SPAN 'Z' I 'IPA BENDING DIAGRAM FOR BEAMS AND ONE WAY SLABS - PENDING. -- - --- - -- _ - - - - -- ---- - ---- -- t START STI R P S'ACNG FROM FACE OF SUPPORT. 2 ADO 11" LONGIT"I WHERE CORNER OF SWAP IS VACANT. & AT PRI ETER WAWA EXTEND A MINIMUM OF 114 OF THE MAXIMUM BOTTOM , It, " TO DEVELOP FULL TENSION CAPACITY & HOOK AT S,Ppw. (ECTION NUMBER w I� a � o OHOWN ON PLAN t h tffr' �, H WHERE SECT K7N IS DRAWN t } SHOWN AT SECTION WHERE SECTK�N APPLIES V MARK LEGEND WALL OR PIER 0" (TYP.) CORNER BARS SHALL BE SAME SIZE & SPACING AS HORIZONTAL 2'-0" REINFORCEMENT TYPICAL CC REINFORCEMEN AREA OF INTERRUPTED REGULAR REINFORCING, HOOK TOP SLAB BARS ONLY (ALL FOUR SIDES) �-1#5 x 5'-0" AT EACH CORNER AT q SLAB TYPICAL DETAIL AT TYPICAL REINFORCEMENT WALL INTERSECTION_ AT SLAB AND WALL OPENINGS 1. HOOK INTERRUPTED SLAB BARS AT THE OPENING. 2. OPENINGS SHALL BE SHIOWN ON THE STEEL PLACING DRAWINGS AND REINFORCED ACCORDINGLY. T DETAIL 1/2" EXPANSION JOINT MATERIAL CLOSURE BARS SHALL BE SAME SIZE & SPACING AS HORIZONTAL REINFORCING r- HORIZ. REINF. VERT. REINF. NOTE: ADJACENT SLAB POURS SHALL NOT BE MADE WITHIN 12 HOURS W.W.F. KEYWAY - FDISCONTINUE W.W.F. TYPICAL CONSTRUCTION JOINT IN SLAB ON GRADE (KJ) TYPICAL WALL END REINFORCEMENT DETAIL REINFORCEMENT LEGEND COLUMN LEGEND v"`d.7.s Fly,,..s+4 � a.:asA�'d✓.n��a';,'�.. ., j�w?�4,� _. HORIZ. RoN.------v - -- + VERT. REINF. f L-- STANDARD HOOK TYPICAL DETAIL AT WALL INTERSECTION CAST N PLACE REINFORCED CONCRETE TIE BEAM — PLACE METAL LATH OR WIRE SCREEN OVER COBS NOT TO BE FILLED (BEET METAL AND VERTICAL REINFORCING FELT PROHIBITED) W/MATCHNIG DOWELS IN FOUNDATION SEE PLAN FOR SIZE AND LOCATION HORIZ. JOINT REINF • 16' O.C. STARTING AT FIRST COURSE ABOVE FOUNDATION LAP SPLICES 6'. USE PREFAB. L'S AND T'S AT WALL INTERSECTIONS GROUT FILED CELL PLACE AND CONSOLIDATE GROUT N 5 FT. LIFTS MORTAR CROSS WEBS ADJACENT TO FILLED CELLS s ASTM C.90 C.M.U: S C I 7 FOUNDATION NT. WELDED WIRE F I 1 (MIN) CLEAN OUT OPENINGS AT GROUT FILLED CELL LOCATIONS. TYPICAL MASONRY WALL CONSTRUCTION _ _.__..4 El i L/3 BOTTOM BARS UNO, ElOR L2 Ll 6 6 El ❑ i WHICHEVER IS E i; ywY GREATER NOTES_ i SS h "MAX T r w BAH - 1r Mk — 4 BARS CENTER BARS OVER COLUMN PLACING DETAIL FOR MILD REINF. IN TENSIONED SLAB . ,POST 4 PROVIDE" A SHOP FABRICATED HOLE Y'a LARGER THAN BAR CONCRETE BEAM DIAMETER M (BEYOND) - SEE PLANS r— STEEL BEAM - SEE PLAN SIZE OF SQUARE PLATE TO BE A DEPTH OF BEAM AND SAME THICKNESS AS WEB. WELD TO BEAM 6" EMBEDMENT TYPICAL STEEL BEAM EMBEDMENT DETAIL 1.) SEE PLANS FOR LOCATIONS REQUIRED 2.) VERTICAL COLUMN REINFORCING STEEL AND ALL AFFECTED BEAM REINFORCING STEEL SHALL BE CONTINUOUS. F1. Nom-_ 1. THESE DESIGN PLANS AND SPECIFICATIONS ARE N COMPLIANCE WITH THE STANDARDS ESTABLISHED N SECTION 623-33.007, FLORIDA ADMINISTRATIVE CODE Z THE MAIN WND—FORCE RESISTING SYSTEM HAS BEEN DESIGNED N ACCORDANCE WITH ANWASCE 7-96, MINIMUM DESIGN LOADS FOR BIA DI1GS AND OTHER STRUCTURES, SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A KANNYIAM BASIC WIND SPEED OF 145 MILES PER HOUR 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE DESIGN AND SPECIFICATIONS N ACCORDANCE WITH ANSVASCE 7-95, 1111 DESIGN LOADS FOR BILDNGS AND OTHER STRUCTURES SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MINIMUM BAST WIND SPEED OF 145 MILES PER HOIIZ I Y W x 7 1/2' LG L- 16 GA GALVANIZED DOVETAIL ANCHORS AT16'C/C N GROUTED CELLS —� CONCRETE BLOCK WALL ---JOINT FILLER SAW CUT CUT ALTERNATE CROSS WIRES AT JOINT SAW CUT AS SOON AS POSSIBLE WITHOUT RAVELING CONCRETE (WITHIN 8 HRS. AFTER POUR) TYPICAL CONTROL JOINT DETAIL (CJ) BEAM OR COLUMN FORMED DOVETAIL SLOT Ce?;;�;Iildl►Il&1 TYPICAL DOVETAIL ANCHOR DETAIL PROVIDE AT INTERSECTION OF ALL FORMED CONCRETE AND MASONRY 3' SLEEVE FOR BAR AND GROUTING CLEAN OUT OPENING I I Id I! I i I V BLOCK TO BE PLACED SEE PLANS FOR AFTER SHORING HAS BEEN REMOVED AND REINFORCEMENT GROUTED TIGHTLY TO REQUIREMENTS UNDERSIDE OF SLAB IN -FILLED MASONRY DETAIL AT EXTERIOR WALLS CLEAN OUT OPENING CONCRETE BEAM SEE PLAN MASONRY UNITS TO BE PLACED AFTER BEAMS AND SLAB IF MASONRY CONTINUES ABOVE, EXTEND REINF'G TO PROVIDE LAP WITH BAR ABOVE 3• SLEEVE (GROUT FLU VERTICAL REWORC14G N GROUT -FILLED CELLS (SEE PLAN FOR SIZE AND LOCATION) IN -FILLED MASONRY DETAIL AT EXTERIOR WALLS 141.V ISION1 — (OPy NGHT 2000 DOLA( LAS II ARIL I III HIS_ A[ 1, RIGHT'S RESFR% 6D I<tKH1A AMERICAN CONSULTING III,( KF_D ENGINEERS COUNCIL RAKESH D.A rr J1v17i2oo0 ENKINS & S('�I I CHARLAND NOORPORATva' = 1'-0• 61--rIED Gon"uttlnd Eng4nevx JOB NO 3659 N.W. 53rd Street FORT LAUDERDALE, FL 33309 SIILLT (309 484-T TO THE BEST OF MY KNOWL®C,E AND ABILITY, THE COMPLETED S-11 C2„s C ' STRUCTUiE DEPICTED ON THESE ' /' _C p, ,,��PLANS COMPLIES WITH THE APPLICABLE MNMUM BUILDING FED CODES 100� STRUCTURAL NOTES GENERAL NOTES: STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH JOB SPECIFICATIONS AND ARCHITECTURAL, MECHANICAL, ELECTRICAL, PLUMBING, AND SITE DRAWINGS. CONSULT THESE DRAWINGS FOR SLEEVES, DEPRESSIONS, AND OTHER DETAILS NOT SHOWN ON STRUCTURAL DRAWINGS. ALL DIMENSIONS AND CONDITIONS MUST BE VERIFIED IN THE FIELD, ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER BEFORE PROCEEDING WITH THE AFFECTED PART OF THE WORK. THE STRUCTURE IS DESIGNED TO BE SELF SUPPORTING AND STABLE AFTER THE BUILDING IS COMPLETE. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURES AND SEQUENCE TO INSURE SAFETY OF THE BUILDING AND ITS COMPONENTS DURING ERECTION. THIS INCLUDES THE ADDITION OF NECESSARY SHORING, SHEETING, TEMPORARY BRACING, GUYS OR TIEDOWNS. DESIGN LOADS: -------------- THE STRUCTURAL SYSTEM FOR THIS BUILDING HAS BEEN DESIGNED IN ACCORDANCE WITH THE STANDARD BUILDING CODE, 1997 EDITION 8Y THE SOUTHERN BUILDING CODE CONGRESS INTERNATIONAL, INC. THE FOLLOWING SUPERIMPOSED LOADINGS HAVE BEEN UTILIZED: ROOF: LIVE LOAD - 40 PSF DEAD LOAD - 25 PSF STAIRWAYS: LIVE LOAD - 100 PSF LIVING AREAS: LIVE LOAD - 40 PSF DEAD LOAD - 30 PSF (INCLUDING 20 PSF FOR PARTITIONS) CORRIDORS: LIVE LOAD - 80 PSF WIND: ASCE 7-95 BASIC WIND SPEED = 145 MPH EXPOSURE 'C' CATEGORY 11 SHOP DRAWING REVIEW: -------------------- SHOP DRAWINGS WILL BE REVIEWED FOR GENERAL COMPLIANCE WITH THE DESIGN INTENT OF THE CONTRACT DOCUMENTS ONLY. iT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO VERIFY COMPLIANCE WITH THE CONTRACT DOCUMENTS AS TO QUANTITY, LENGTH, ELEVATIONS, DIMENSIONS, ETC. ALL SHOP DRAWINGS SHALL BE REVIEWED BY THE CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT/ENGINEER. DRAWINGS SUBMITTED WITHOUT REVIEW WILL BE RETURNED UNCHECKED. SHOP DRAWING SUBMITTALS SHALL INCLUDE ONE SEPIA AND THREE SETS OF BLUEPRINTS. ONE SET OF PRINTS WILL BE RETAINED BY THE ENGINEER, ONE BY THE ARCHITECT, ONE BY THE LOCAL BUILDING DEPARTMENT (WHERE REQUIRED) AND THE CONTRACTOR SHALL MAKE PRINTS FROM THE SEPIAS AS REQUIRED FOR DISTRIBUTION. IN ALL INSTANCES THE CONTRACT DOCUMENTS WILL GOVERN OVER THE SHOP DRAWINGS UNLESS OTHERWISE SPECIFIED IN WRITING BY THE ENGINEER. SPECIALTY ENGINEER'S SHOP DRAWINGS SHALL INCLUDE A SIGNED AND SEALED COPY OF THE CALCULATIONS, CLEARLY INDICATING DESIGN LOADS. FOUNDATIONS: SEE THE FOLLOWING REPORT FOR COMPLETE GEOTECHNICAL RECOMMENDATIONS AND INSTALLATION PROCEDURES. SITE PREPARATION AND FOUNDATION INSTALLATION SHALL COMPLY WITH REPORT No. 96-11-239, DATED 4/18/96. PREPARED BY: DUNKELBERGER ENGINEERING AND TESTING, INC., TITLED: SUBSURFACE AND FOUNDATION STUDY; THE ATRIUM ON THE OCEAN; ST. LUCIE COUNTY, FLORIDA. AUGERCAST PILES: -------------- GENERAL AUGERCAST PILES ARE PLACED BY ROTATING A CONTINUOUS FLIGHT HOLLOW SHAFT AUGER INTO A PREDETERMINED PiLE DEPTH. HIGH -STRENGTH MORTAR SHALL BE PUMPED WITH SUFFICIENT PRESSURE AS THE AUGER IS WITHDRAWN TO FILL THE HOLE PREVENTING HOLE COLLAPSE AND TO CAUSE THE LATERAL PENETRATION OF THE MORTAR INTO SOFT OR POROUS ZONES OF THE SURROUNDING SOIL. A HEAD OF AT LEAST SEVERAL FEET OF MORTAR ABOVE THE INJECTION POINT SHALL BE CARRIED AROUND THE PERIMETER OF THE AUGER FLIGHTING AT ALL TIMES DURING THE RAISING OF THE AUGER SO THAT THE HiGH-STRENGTH MORTAR HAS A DISPLACING ACTION REMOVING ANY LOOSE MATERIAL FROM HOLE. THIS METHOD OF PLACEMENT SHALL BE USED AT ALL TIMES AND NOT BE DEPENDENT ON WHETHER THE HOLE IS SUFFICIENTLY STABLE TO RETAIN iTS SHAPE WITHOUT SUPPORT FROM THE EARTH FILLED AUGER. WHERE REINFORCEMENT IS REQUIRED A FULL-LENGTH REINFORCING BAR SHALL BE INSERTED INTO THE HOLLOW CENTER SHAFT OF THE AUGER. THE AUGERHEAD SHALL BE DETACHED ALLOWING THE STEEL BAR TO REMAIN IN PLACE AND BE CENTERED IN THE ANCHOR AS THE CONTINUOUS FLIGHT AUGER IS SLOWLY WITHDRAWN FROM THE HOLE. DURING THIS WITHDRAWAL PROCESS HiGH STRENGTH MORTAR SHALL BE PLACED UNDER PRESSURE THROUGH THE SPACE BETWEEN THE STEEL ROD LEFT IN PLACE AND THE WALL OF THE HOLLOW SHAFT AUGER. HIGH -STRENGTH MORTAR: THE MORTAR USED TO FILL THE HOLES SHALL CONSIST OF A MIXTURE OF PORTLAND CEMENT, FLUIDIFIER, SAND AND WATER SO PROPORTIONED AND MIXED AS TO PROVIDE A MORTAR CAPABLE OF MAIN TAINING THE SOLIDS IN SUSPENSION WITHOUT APPRECIABLE WATER GAIN, YET WHICH MAY BE PLACED WITHOUT DIFFICULTY, AND WHICH WILL LATERALLY PENETRATE AND FILL ANY VOIDS IN THE FOUNDATION MATERIAL. MINERAL FILLER MAY BE ADDED TO THE ABOVE MIX IN LIEU OF A SMALL PERCENTAGE OF THE PORTLAND CEMENT AT THE PILING CONTRACTORS OPTION. THE MATERIALS SHALL BE SO PROPORTIONED AS TO PROVIDE A HARDENED MORTAR HAVING AN ULTIMATE COMPRESSIVE STRENGTH OF 5,000 PSI AT 28 DAYS. THE MORTAR MIX SHALL BE TESTED BY MAKING ONE SET OF 2" CUBE FOR EACH DAY DURING AUGERCAST T PILES ARE PLACED. A SET OF CUBES SHALL CONSIST OF 2 CUBES :0 BE TESTED AT 7 DAYS, AND 2 CUBES TO BE TESTED AT 28 DAYS. TEST CUBES SHALL BE MADE AND TESTED IN ACCORDANCE WITH ASTM C109, WiTH THE EXCEPTION THAT THE MORTAR SHOULD BE RESTRAINED FROM EXPANSION BY A TOP PLATE. MATERIALS: A.) PORTLAND CEMENT: PORTLAND CEMENT SHALL CONFORM TO FEDERAL SPECIFICATIONS SS-C-192 OR CURRENT ASTM STANDARDS, DESIGNATION C150. B.) MINERAL FILLER: MINERAL FILLER SHALL BE FINELY POWDERED SILICEOUS MATERIAL WHICH POSSESSES THE PROPERTY OF COMBINING THE LIME LIBERATED DURING THE PROCESS OF HYDRATION OF PORTLAND CEMENT, C.) FLUIDIFIER: FLUIDIFIER SHALL BE A COMPOUND POSSESSING CHARACTERISTICS WHICH WILL INCREASE THE FLUIDITY OF THE MIXTURE, REDUCE BLEEDING, ASSIST IN THE DISPERSAL OF CEMENT GRAINS, AND NEUTRALIZE THE SHRINKAGE OF THE HiGH-STRENGTH CEMENT MORTAR BRECKSVILLE, OHIO MEETS TTHID AS MANUFACTURED ESETSPEHE CIIFFICAUT TIIONS).PPLY COTHER Y COMMERCIALLY AVAILABLE ADMIXES SHALL SHOW PRIOR TEST RESULTS BEFORE APPROVAL. D.) WATER: WATER SHALL BE FRESH, CLEAN, AND FREE FROM INJURIOUS AMOUNTS OF SEWAGE, OIL, ACiD, ALKALI, SALTS, OR ORGANIC MATTER. E.) FiNE AGGREGATE: SAND SHALL MEET THE REQUIREMENTS OF CURRENT ASTM STANDARDS, DESIGNATION C33. THE SAND SHALL CONSIST OF HARD, DENSE, DURABLE, UNCOATED ROCK PARTICLES AND FREE FROM INJURIOUS AMOUNTS OF SiLT, LOAM, LUMPS, SOFT OR FLAKY PARTICLES, SHALE, ALKALI, ORGANIC MATTER, MICA, AND OTHER DELETERIOUS SUBSTANCES. IF WASHED NOT REMOVE THE WASHING METHOD SHALL BE SUCH AS WILL 0 DESIRABLE FINES, AND THE SAND SHALL SUBSEQUENTLY BE PERMITTED TO DRAIN UNTIL THE RESIDUAL -FREE MOISTURE iS REASONABLY UNIFORM AND STABLE. THE SAND SHALL BE WELL -GRADED FROM FINE TO COARSE, WITH FINENESS MODULUS BETWEEN 1.40 AND 3.40. THE FINENESS MODULUS IS DEFINED AS THE TOTAL DIVIDED BY 100 OF THE CUMULATIVE A N 1 30 50 AND AGO. PERCENTAGES RETAINED ON U. S. STANDARD SIEVE OS. 6 , MIXING AND PUMPING OF HiGH-STRENGTH CEMENT MORTAR: NLY APPROVED PUMPING, CONTINUOUS MiXiNG AND AGITATING EQUIPMENT iHALL BE USED IN THE PREPARATION AND HANDLING OF THE MORTAR. ALL OIL OR OTHER RUST INHIBITORS SHALL BE REMOVED FROM MiXING DRUMS AND M RTAR PUMPS. IF READY MIX MORTAR IS USED, AN AGITATING STORAGE TANK OF SUFFICIENT SIZE SHALL BE USED BETWEEN THE READY -MIX TRUCK AND THE M RTAR PUMP TO ENSURE A HOMOGENEOUS MIX AND CONTINUITY IN THE PUMPING OPERATIONS. ALL MATERIALS SHALL BE SUCH AS TO PRODUCE A HOMOGEN OUS MORTAR OF THE DESIRED CONSISTENCY. IF THERE IS A LAPSE IN THE OPERATION, THE MORTAR SHALL BE RECIRCULATED THROUGH THE PUMP, THE MORTAR UMP SHALL BE A POSITIVE DISPLACEMENT PISTON TYPE PUMP CAPABLE OF D VELOPING DISPLACING PRESSURES AT THE PUMP UP TO 350 PSI. THE MiNiMUM VOLUME OF MORTAR PLACED IN THE HOLE SHALL AT LEAST EQUAL THE VOLUME OF THE AUGERED HOLE. LOCATION OF PILES: WHEN IN CLUSTERS OF TWO OR MORE PILES SHALL BE INSTALLED WITHIN 3 INCHES OF DESIGN LOCATION. SiNGL PILES SHALL BE INSTALLED WITHIN 1-1/2 INCHES OF DESIGN LOCATION. VdRIATION FROM PLUMB SHALL. NOT EXCEED 7 INCH iN TWO FEET. ADJACENT PiLES SHALL NOT BE PLACED UNTIL THE MORTAR IN THE PILES HAS REACHED iTS INITI L SET IN ORDER THAI' THERE WILL BE NO INTERCONNECTION BETWEEN ADJACENT P LES WHiLE THE MORTAR IS IN A FLUID STATE. AN AS -BUILT SURVEY OF P LE LOCATIONS SHALL BE PERFORMED BY A FLORIDA REGISTERED LAND SURVEYOR. Pi ES SHALL BE LOCATED ON THE AS -BUILT DRAWINGS HORIZONTALLY AND V RTICALLY FROM THE COLUMN CENTERLINES.. SUBMIT THE AS -BUILT DRAWL S TO THE STRUCTURAL ENGINEER FOR APPROVAL. OBSTRUCTIONS: SHOULD ANY OBSTRUCTION (INCLUDING BU NOT LIMITED TO BOULDERS AND TIMBERS) BE ENCOUNTERED WHICH SHALL PR VENT PLACING THE PILE TO THE DEPTH REQUIRED, OR SHALL CAUSE THE PILE TO DRIFT FROM THE REQUIRED LOCATION, THE PILE SHALL BE COMPLETED IN A CORDANCE WITH PARAGRAPH 1, AND THIS SHORT PiLE ADDED TO THE UNIT ENGTHS FOR PAYMENT. IF' REQUIRED BY THE ENGINEER, AN ADDITIONAL ADJACENT PILE SHALL BE PLACED AND PAID FOR IN ACCORDANCE WITH THE: BiD BASI FOR ADDITIONAL FOOTAGE. REFUSAL SHALL BE DEFINED AS THE DEPTH WHER THE PENETRATION OF THE STANDARD AUGERING EQUIPMENT IS ONE FOOT PER INUTE OR LESS. 16" DIAMETER PILE CAPACITY: THE DESIGN IS BASED ON A MAXIMUM WORKING CAPACITY OF 100 TONS PER PILE IN COMPRESSION AND 50 TONS PER PILE IN TENSION. BID LENGTH: 25 FEET PILE REINFORCING: 4#7 BARS FULL DEPTH WITH #3012- C/C (TENSION PILES). 4#7 BARS BY 25' LONG WITH #3012' C/C PLUS 1#6 13AR FULL DEPTH (ELSEWWHERE j . 14' DIAMETER PILE CAPACITY: THE DESIGN iS BA ED ON A MAXIMUM WORKING CAPACITY OF 25 TONS PER PILE IN COMPRESSION. BID LENGTH: 15 FEET PILE REINFORCING: 4#6 BARS BY 20' LONG WITH 3812' C/C, PLUS 1#7 BAR FULL DEPTH. PILE TESTING: ONE PILE LOAD TEST IS REQUIRED, THE EST PILE IS TO BE LOADED TO TWICE THE DESIGN LOAD IN ACCORDANCE WITH HE STANDARD BUILDING CODE. VERIFICATION THAT THE LOAD TEST REQUIREMENTS AVE BEEN MET SHALL BE MADE BY AN INDEPENDENT GEOTECHNICAL CONSUL ANT EMPLOYED BY THE OWNER AND APPROVED BY THE ENGINEER. A SECOND P LE TEST, AT OWNER'S OPTION, SHOULD BE CONDUCTED IN THE EVENT THE REQUIR D CAPACITY IS NOT ACHIEVED, PiLE TOPS: WHERE THE PILE CUTOFF IS NEAR THE SURFA E OR ABOVE THE BOTTOM OF THE EXCAVATION. METAL SLEEVES OR CASING 0 THE PROPER DIAMETER AND AT LEAST 18 INCHES IN LENGTH SHALL BE LACED AROUND THE PILE TOPS. (SPECIAL CONDITIONS MAY REQUIRE METAL S EVES OF ADDITIONAL LENGTH.) AUIGERING EQUIPMENT: THE HOLE THROUGH WHICH THE HI -STRENGTH MORTAR IS PUMPED DURING THE PLACEMENT OF THE PILE SALL BE LOCATED AT THE BOTTOM OF THE AUGER HEAD BELOW THE BAR CONTAINi G THE CUTTING TEETH. THE AUGER PLIGHTING SHALL BE CONTINUOUS FROM THE AUGER HEAD TO THE TOP OF AUGER WITH NO GAPS OR OTHER BREAKS. THE ITCH OF THE AUGER PLIGHTING SHALL NOT EXCEED 9 INCHES. AUGERS OVER 40 FEET IN LENGTH SHALL CONTAIN A MIDDLE GUIDE. THE AUGERCAST PILING LEADS SHOULD BE PREVENTED FROM ROTATING BY A STABILIZING ARM. FORMWORK AND SHORING (CONCRETE SLABS AND BEAMS): NO STRUCTURAL CONCRETE SHALL BE STRIPPED UNTIL IT RLS REACHED AT LEAST TWO-THIRDS OF THE 28 DAY DESIGN STRENGTH. A MINIMUM OF 3 STORIES OF SHORING AND UDR) RESHORING SHALL BE USED WHICH SHALL CONSIST OF ONE COMPLETE SET OF VERTICAL SHORES AND TWO SETS OF VER ICAL SHORES THAT COMPRISE AT LEAST 50% OF A COMPLETE SET (NOTE THAT LAB BELOW ATTAINS ITS LOAD BEARING CAPACITY FOLLOWING COMPLETION OF S RESSING THE P/T TENDONS). DESIGN, ERECTION AND REMOVAL OF ALL FORMW RK, SHORES AND RESHORES SHALL MEET REQUIREMENTS SET FORTH IN ACI S ANDARDS 347 AND 301. DRAWINGS FOR SHORING AND RESHORING SHALL BE P EPARED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER, REINFORCING STEEL: - SHALL BE ASTMA615 GRADE 60 DEFORMED BARS, FREE FROM OIL, SCALE AND RUST AND PLACED IN ACCORDANCE WiTH THE TYPICAL BENDING DIAGRAM AND PLACING DETAILS OF ACi STANDARDS AND SPECIFICATIONS SECURE APPROVAL. OF SHOP DRAWINGS PRIOR TO COMMENCING FABRICATION. WELDED WIRE FABRIC_ TO CONFORM TO ASTM A-185, FREE FROM OIL, SCALE AND RUST AND PLACED IN ACCORDANCE WiTH THE TYPICAL PLACING DETAILS OF ACi TANDARDS AND SPECIFICATIONS. MINIMUM LAP SHALL BE ONE SPACE PLUS TWO INCHES. CONCRETE_ SHALL BE PER AN APPROVED MIX DESIGN PROPORTIONED TO ACHIEVE A STRENGTH AT 28 DAYS AS LISTED BELOW WiTH A PLASTIC kND WORKABLE MIX: 5000 PSI FOR FOUNDATIONS AND SLABS ON GRADE. 5000 PSI FOR ALL OTHER STRUCTURAL CONCRETE. 6000 PSI FOR LOWER SECTION OF SHEARWALLS (SEE LEVATIONS FOR DETAILS). CONCRETE SHALL BE PLACED AND CURED ACCORDING TO ACI STANDARDS AND SPECIFICATIONS. SUBMIT PROPOSED MiX DESIGN WITH RECENT FIELD CYLIND R OR LAB TESTS FOR REVIEW PRIOR TO USE. MIX SHALL BE UNIQUELY IDENTIFI D BY MIX NUMBER OR OTHER POSITIVE IDENTIFICATION. MIX SHALL MEET THE R QUiREMENTS OF ASTM C33 FOR COARSE AGGREGATE. CONCRETE SHALL COMPLY WIT ALL THE REQUIREMENTS OF ASTM STANDARD C94 FOR MEASURING, Mi iNG. TRANSPORTING, ETC. CONCRETE TICKETS SHALL BE TIME S AMPED WHEN CONCRETE 1S BATCHED. THE MAXIMUM TiME ALLOWED FROM HE TIME THE MIXING WATER IS ADDED UNTIL IT iS DEPOSITED IN iTS INAL POSITION SHALL NOT EXCEED ONE AND ONE HALF (1-1/2) HOURS. IF FOR A Y REASON THERE IS A LONGER DELAY THAN THAT STATED ABOVE, THE CONCRETE S ALL BE DISCARDED. IT SHALL BE THE RESPONSIBILITY OF THE TE TING LAB TO NOTIFY THE OWNER'S REPRESENTATIVE AND THE CONTRACTOR OF AN NONCOMPLIANCE WITH THE ABOVE. ALL SLABS SHALL BE CURED USING A DI SIPATiNG CURING COMPOUND MEETING ASTM STANDARD C309 TYPE 1 AND SHAL HAVE A FUGITIVE DYE. THE COMPOUND SHALL BE PLACED AS SOON AS THE FI ISHING IS COMPLETED OR AS SOON AS THEWATER HAS LEFT THE UNFINISHED CON RETE. ALL CUFFED W E E E 1 S OR BROKEN AREAS IN THE CURING MEMBRANE SHALL BE REC ATED DAILY. CALCIUM CHLORIDES SHALL NOT BE UTILIZED; OTHER ADMI TIRES MAY BE USED ONLY WITH THE APPROVAL OF THE ENGINEER. ALL CONCRETE MIX DESIGNS SHALL INCLUDE A WRITTEN DE CRIPTION INDICATING WHERE EACH PARTICULAR MIX IS TO BE PLACE WITHIN THE STRUCTURE. ALL CONCRETE DESIGN MiX SUBMITTALS SHALL INCLUDE TE TED, STATISTICAL BACK-UP DATA AS PER CHAPTER 5 OF ACI 318-89. y WATER/CEMENT RATIO FOR CONCRETE AT EXTERIOR BALCONIES AND CONCRETE BELOW-" GRADE SHALL NOT EXCEED 0.40 BY WEIGHT. „Lv �pJ rtWeu CONCRETE TESTING: AN INDEPENDENT TESTING LABORATORY SHALL PERFORM THE FOLLOWING TESTS ON CAST IN PLACE CONCRETE: A.) ASTM C143 - 'STANDARD TEST METHOD FOR SLUMP OF PORTLAND CEMENT CONCRETE.' MAXIMUM SLUMP SHALL BE 6 INCHES. B.) ASTM C39 - "STANDARD TEST METHOD FOR COMPRESSIVE STRENCTH OF CYLINDRICAL CONCRETE SPECIMENS.' A SEPARATE TEST SHALL BE CONDUCTED FOR EACH CLASS, FOR EVERY 50 CUBIC YARDS (OR FRACTION THEREOF), PLACED PER DAY. REQUIRED CYLINDER(S) QUANTITIES AND TEST AGE AS FOLLOWS: i AT 3 DAYS 1 AT 7 DAYS 2 AT 28 DAYS ONE ADDITIONAL RESERVE CYLINDER TO BE TESTED UNDER THE DIRECTION OF THE ENGINEER, IF REQUIRED. IF 28 DAY STRENGTH IS ACHIEVED, THE ADDITIONAL. CYLINDER(s) MAY BE DISCARDED. POST TENSIONED SLAB: STRAND: GRADE 270, 1/2' NOMINAL DIAMETER STRAND CONFORMING TO ASTM A-416 SHALL BE USED iN TENDONS. ALL STRAND SHALL BE CLEAN AND FREE OF CORROSION. TENDONS: ANCHORAGES: FOR UNBONDED PRESTRESSING TENDONS SHALL DEVELOP THE SPECIFIED STRENGTH OF THE TENDONS WITHOUT EXCEEDING THE ANTICIPATED SET. COATING: PRESTRESSING STEEL SHALL BE PERMANENTLY PROTECTED AGAINST CORROSION BY A PROPERLY APPLIED COATING OF APPROVED MATERIAL WHICH IS IN ACCORDANCE WITH ACI RECOMMENDATIONS. THE COATING SHALL BE CHEMICALLY STABLE, AND BE NON -REACTIVE WITH CEMENT AND THE SHEATHING MATERIAL. SHEATHING: THE SHEATHING SHALL HAVE SUFFICIENT TENSILE STRENGTH AND WATER RESISTANCE TO RESIST NON -REPAIRABLE DAMAGE AND DETERIORATION DURING TRANSPORTATION, STORAGE, AND INSTALLATION. THE SHEATHING SHALL BE CONTINUOUS OVER THE LENGTH OF THE TENDON TO BE UNBONDED. THE SHEATHING SHALL PREVENT THE INTRUSION OF CEMENT PASTE AND THE ESCAPE OF COATING MATERIAL. POST TENSIONING CABLES SHALL HAVE A CORROSION PROTECTION SYSTEM WHICH IS IN ACCORDANCE WITH THE RECOMMENDATION OF PRESTRESSED CONCRETE INSTITUTE FOR CABLES USED IN A CORROSIVE ENVIRONMENT. CONCRETE: CONCRETE SHALL ATTAIN THE MINIMUM COMPRESSIVE STRENGTH AS INDICATED IN THE CONCRETE NOTE. PRIOR TO STRESSING, THE CONCRETE SHALL REACH A MINIMUM OF TWO-THIRDS OF THE MINIMUM 28 DAY STRENGTH OR THE MINIMUM REQUIRED BY THE POST TENSION SUPPLIER (WHICHEVER IS GREATER). TENSIONING OF THE CONCRETE SLAB SHALL COMMENCE WITHIN 24 HOURS OF ACHIEVING THE INDICATED STRENGTH. ALL SLAB CONCRETE SHALL REMAIN SHORED UNTIL THE CONCRETE IS STRESSED. TENDON LOCATION: TENDONS SHALL BE LOCATED iN ACCORDANCE WiTH THE PROFILES SHOWN ON THE PLANS, ADEQUATE CHAIRS AND SUPPORT BARS SHALL BE FURNISHED TO HOLD TENDONS IN THEIR CORRECT POSITION DURING THE PLACEMENT OF CONCRETE. TENDONS SHALL NOT VARY MORE THAN i/8' FROM THE SPECIFIED POSITION. SLIGHT DEVIATIONS iN SPACING OF TENDONS WILL BE PERMITTED WHERE REQUIRED TO AVOID OPENINGS, INSERTS AND DOWELS. WHERE THERE IS CONFLICT BETWEEN TENDONS AND BONDED REINFORCING STEEL, THE TENDON LOCATION HAS PRIORITY. AFTER THE TENDONS ARE IN THEiR FINAL POSITION AND PRIOR TO POURING CONCRETE USE CHALK TO MARK THE CABLE POSITIONS ON THE FORMWORK SUCH THAT THE MARKING WILL BE VISIBLE ON THE UNDERSIDE OF THE SLAB AFTER THE FORMWORK IS REMOVED. MISCELLANEOUS: A.) ALL INSERTS FOR SUSPENDED MECHANICAL AND ARCHITECTURAL WORK SHALL BE CAST IN PLACE. IF ADDITIONAL FASTENERS ARE REQUIRED, POWER DRIVEN FASTENERS WILL BE PERMITTED ONLY WHERE IT CAN BE SHOWN THAT THE INSERTS ARE LOCATED SO AS TO AVOID TENDONS. TENDONS SHALL NOT BE CUT. B.) SHOP DRAWINGS SHOWING ALL DETAILS OF END ANCHORAGES, CONNECTIONS, BLOCKOUTS OF ALL HOLES, INSERTS AND OTHER POST -TENSIONING DETAILS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD FOR REVIEW PRIOR TO CONSTRUCTION. C.) SUPPLIER SHALL DETERMINE ALL CABLE LOSSES IN ACCORDANCE WITH ACI-310 AND SHALL PROVIDE A SUFFICIENT AMOUNT OF CABLE TO DEVELOP FINAL EFFECTIVE FORCES AS SHOWN ON PLANS WiTH PROPER CONSIDERATION OF LOSSES. CALCULATIONS SHALL BE SUBMITTED AND SHOP DRAWINGS SHALL BE SIGNED AND SEALED BY AN ENGINEER REGISTERED IN THE STATE OF FLORIDA AS TO LOSS CALCULATIONS. D.) RECORDS SHALL BE PROVIDED BY THE INSPECTOR OF ALL JACKING FORCES AND ELONGATIONS AND SUBMITTED PROMPTLY TO THE ENGINEER OF RECORD FOR REVIEW AND ACCEPTANCE PRIOR TO BURN OFF OF EXCESS TENDON. E.) STRESSING HARDWARE SHALL BE COATED BY THE CONTRACTOR WITH CORROSION PREVENTATIVE MATERIAL (ASPHALTIC PAINT OR SIMILAR) TER COMPLETION OF STRESSING OPERATION, ANCHOR B OCK H TS SHALL BE FILLED WITH A NON -SHRINK GROUT (APPROVED BY THE ENGINEEROF RECORD) AFTER BURN OFF BY GENERAL CONTRACTOR. F.) GENERAL CONTRACTOR SHALL COORDINATE THE DETAILING AND PLACING OF TENDONS AND MILD STEEL BETWEEN SUPPLIERS AS REQUIRED. G.) JOB SITE INSTRUCTION OF REINFORCING PLACER'S PERSONNEL IN ALL PLACING AND STRESSING OPERATIONS SHALL BE PROVIDED BY A QUALIFIED FIELD SUPERINTENDENT FROM THE STAFF OF THE POST -TENSIONING SUPPLIER. PLACING OF REINFORCING STEEL AND POST -TENSIONING SHALL BE DONE BY THE SAME FIRM. SUCH PLACING SUBCONTRACTOR SHALL HAVE LOCAL EXPERIENCE IN POST -TENSIONING WORK AND SHALL HAVE SUCCESSFULLY COMPLETED AT LEAST TWO OTHER SIMILAR STRUCTURES UNDER THE SAME FIRM NAME. SUPPLIERS: MATERIAL SHALL BE SUPPLIED ONLY BY FIRMS HAVING LOCAL REPRESENTATION, AND STAFFED WITH A STRUCTURAL ENGINEER HAVING A MINIMUM OF THREE YEARS DESIGN EXPERIENCE IN THE DESIGN AND CONSTRUCTION OF POST --TENSIONED STRUCTURES AND REGISTERED AS A PROFESSIONAL ENGINEER IN THE STATE OF FLORIDA. PENETRATIONS: NO PENETRATIONS SHALL BE MADE IN ANY STRUCTURAL MEMBERS OTHER THAN THOSE LOCATED ON THESE DRAWINGS WITHOUT PREVIOUS APPROVAL OF THE ENGINEER. 3 MASONRY WALLS: ---------------- MASONRY UNITS SHALL MEET ASTM C-90 FOR HOLLOW LOAD BEARING TYPE MASONRY WITH UNIT STRENGTH OF 1900 PSI ON THE NET AREA Wrn = 1500 PSI). MORTAR SHALL BE TYPE 'M' OR 'S' AND MEET ASTM C-270. GROUT SHALL BE 2000 PSi MINIMUM COMPRESSIVE STRENGTH AND MEET ASTM C-476. PROVIDE HOOKED DOWELS IN FOOTINGS FOR ALL VERTICAL REINFORCING ABOVE. LAP SPLICES 48 BAR DIAMETERS, BLOCK CELLS WITH VERTICAL REINFORCING BARS, AS INDICATED ON PLANS, SHALL BE GROUT FILLED. DOWELS SHALL BE USED TO PROVIDE CONTINUITY INTO THE STRUCTURE ABOVE AND/OR BELOW, UNLESS NOTED OTHERWISE. USE METAL LATH, MORTAR, OR SPECIAL UNITS TO CONFINE CONCRETE AND GROUT TO AREA REQUIRED. ADDITIONAL REINFORCING BARS IN GROUTED CELLS SHALL BE PROVIDED AT ALL WALL CORNERS, INTERSECTIONS, ENDS AND AT SIDES OF ALL OPENINGS NOT BOUND BY CONCRETE COLUMNS. PROVIDE 9 GAGE GALVANIZED HORIZONTAL JOINT REINFORCING DUR- L ENGINEER APPROVED SUBSTITUTION) AT ALTERNATE BLOCK COURSESr ;;: I - as TiE BEAMS! BEAMS WITH THE PREFIX 'TB' SHALL BE OF CONCRETE POURED AFTER THE BLOCK WALLS BELOW ARE IN PLACE. REINFORCING SHALL BE CONTINUOUS THROUGH TiE BEAMS WITH MINIMUM LAP SPLICES OF 48 BAR DIAMETERS AND BENT BARS AT CORNERS. USE METAL LATH, MORTAR, OR SPECIAL UNITS TO CONFINE CONCRETE TO AREA REQUIRED, IN ACCORDANCE WITH ACI 530.1, SECTION 4.3.3.3. LINTELS: MASONRY OPENINGS LESS THAN 12 FEET SHALL BE SPANNED WITH 8"x12' CONCRETE LINTELS WITH 2#5 REINFORCING BARS TOP AND BOTTOM. MASONRY OPENINGS LESS THAN 6 FEET SHALL BE SPANNED WITH 8'x8' PRECAST CONCRETE LiNTELS WITH 2#5 REINFORCING BARS. ALL PRECAST LINTELS SHALL BEAR A MINIMUM OF 8" AT EACH END. LINTELS ABUTTING CONCRETE COLUMNS SHALL BE CAST -IN -PLACE. LIGHT GAUGE STRUCTURAL STEEL: ---------------------------- ROOF DECK: SHALL BE AS SPECIFIED ON PLANS. THE PANELS SHALL BE GALVANIZED AS PER ASTM A525 (CLASS G90). ATTACHMENTS, CLOSURES ETC, SHALL BE IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. SUBMIT MANUFACTURERS DATA AND LOAD TABLES FOR REVIEW. ASSEMBLY: ALL FRAMING MEMBERS SHALL BE CUT SQUARELY OR AT AN ANGLE AS REQUIRED TO FiT SQUARELY AGAINST ABUTTING MEMBERS. MEMBERS SHALL BE HELD FIRMLY IN PLACE UNTIL PROPERLY JOINED. JOINING OF STRUCTURAL MEMBERS SHALL BE MADE WITH SELF DRILLING SCREWS OR WELDING. WIRE TYING OF FRAMING MEMBERS IN STRUCTURAL APPLICATIONS SHALL NOT BE PERMITTED. ATTACHMENT OF COLLATERAL MATERIALS TO STEEL MEMBERS SHALL BE MADE WITH SELF DRILLING SCREWS OR HARDENED SCREW SHANK NAILS. METAL LATH MAY ALSO BE CONNECTED TO STEEL BY STAPLES OR OTHER FASTENERS, IF APPROVED BY LOCAL BUILDING CODE. SEE SHOP DRAWING REVIEW' SECTION FOR INFORMATION ON THE REQUIRED SPECIALTY ENGINEER'S SUBMITTAL, CURTAIN WALL SYSTEM: ------------------- CURTAIN WALL SYSTEM SHALL BE DESIGNED IN ACCORDANCE WITH ACCEPTED ENGINEERING PRINCiPLES AND ALL. GOVERNING CODES. THE DESIGN SHALL BE PERFORMED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA. SHOP DRAWINGS (INCLUDING CALCULATIONS) SUBMITTED SHALL BEAR THE SIGNATURE, DATE AND EMBOSSED SEAL OF THE ENGINEER. SHOP DRAWINGS SHALL CLEARLY INDICATE ALL CONNECTIONS AND MATERIALS USED. WEATHER RESISTANCE: WHEREVER CONCRETE BALCONIES (OR OTHER FLAT SURFACES) OF THE REINFORCED CONCRETE FLATPLATE ARE TO REMAIN EXPOSED TO THE WEATHER THROUGHOUT THE LIFE OF THE BUILDING, THE TOP SURFACE OF THE CONCRETE SHALL BE TREATED WITH A CLEAR NONFLAMMABLE PENETRATING SEALER OF THE ALKYL-ALKOXY SiLANE CLASSIFICATION, SUCH AS SONNEBORN PENETRAT SEALER 20, HYDROZO ENVIROSEAL 20, OR OTHER ENGINEER APPROVED W RESISTANT SYSTEM. APPLICATION AND SURFACE PREPARATION SHALL BE ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. SKYLIGHT: ENGINEERED SKYLIGHT SYSTEM AND ALL CONNECTIONS OF SAME TO THIS STRUCTURE SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE S FLORIDA, SUBMIT SHOP DRAWINGS BEARING THE EMBOSSED SEAL AND TH SIGNATURE OF THE ENGINEER FOR REVIEW PRIOR TO FABRICATION. THE CONFIGURATION OF THE SKYLIGHT SYSTEM SHALL BE AS SHOWN ON ARCHITECTURAL DRAWINGS. SKYLIGHT SYSTEM AND ALL CONNECTIONS SH BE DESIGNED FOR ALL APPLICABLE LOADS AS INDICATED ON THE PLANS THE BUILDING CODE. THE LOADS SHALL BE CLEARLY INDICATED ON ALL DRAWINGS. SHOP DRAWINGS SHALL SHOW AND SPECIFY ALL CONNECTIONS UTILIZED WITHIN THE SKYLIGHT SYSTEM AS WELL AS CONNECTIONS TO LOADS IMPOSED UPON THE STRUCTURAL SYSTEM SHOWN ON THESE PLANS. BEAM SCHEDULE BEAM ELEV. SIZE REINFORCING SPACING REMARKS NO, TOP OF BEAM BOTT TOP "C" #3 HOOPS 'E" ** CONCRETE SIZE VARIES ** 8x23 - 3rd. fl. TO 10 £l. ** 8x32 - tlth. fl. ** ACCORDING TO THE R.F.I. 07 B-1 FLOOR LEVEL ** Bx44 2#6* 2#5 - - - - #304" C/C (1);*DETAIL AS TOP REINFORCEMENT B-2 FLOOR LEVEL 8xI6 2#5* 2#5 - - - - #304' C/C ());*DETAIL AS TOP REINFORCEMENT B-3 +1'-8" 8x26 4#8* 2#8 - - - - #304' C/C (i);*IN TWO LAYERS; HOOK ABOVE FLOOR TWO LOWER BARS AT FAR FACE LEVEL OF END SUPPORTS (UPTURNED BEA B-4 FLOOR LEVEL 8x24 206* 2#5 - - - - #305' C/C SEE SECTION 2/S-4 FOR REVISED BEAM DETAILS AT 3rd FLOOR LEVEL. RB-i +117'-i1' 8x14 2#7* 2#7 - - - - #304' C/C (1);*DETAIL AS TOP REINFORCEMENT RB-2 +119'-il" Bx38 2#7* 08** - - - - #306' C/C (2);*HOOK AT FAR FACE OF RB-1; EXTEND 4'--0' INTO SHEARWALL;**IN 2 LAYERS; EXTEND 7'-0' INTO SHEARWALL RB-3 +119'-30 8x30 2 6 # 2 8 # # 306' C C ( 1) _ RB 4 _ 117' it' Bx14 2#5 _ _ _ _ #304' C/C _ T (1) EXTEND 2' 0" INTO R8-5;**FROM RB-5 RB-5 +117'-11" 8x22 2#6* 2#6** - - - #306" C/C (1);*DETAIL AS TOP REINFORCEMENT;**HOOK AT FAR END OF RB-4 (UPTURNED BEAM) RB-6 +117'-4' 8x15 206* 2#5 - - - - #304' C/C (1);*DETAIL AS TOP REINFORCEMENT (UPTURNED BEAM) RB-7 +118'-9' 12x32 608* 3#8 - - - - #3910" C/C (1);*iN 2 LAYERS; 3 BARS TO BE HOOKED AT SUPPORT (UPTURNED BEAM) I`yT7:IAII�F (1) PROVIDE (1)#5 x CONT. EACH FACE AT MID -DEPTH. EXTEND TO FAR FACE OF END SUPPOI OR SPLICE 2'-0'. (2) PROVIDE (5)#5 x CONT. EACH FACE AT EQUAL SPACING EXTEND TO FAR FACE OF END SI HOOK OR SPLICE 2'-0'. `l. Al i. THESE DESIGN PLANS AND SPECIFICATIONS ARE IN COMPLIANCE WITH THE STANDARDS ESTABLISHED IN SECTION 628-33.007, FLORIDA ADMINISTRATIVE CODE, 2. THE MAIN WIND -FORCE RESISTING SYSTEM HAS BEEN DESIGNED iN ACCORDANCE WITH ANSI/ASCE 7-95, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WiTH A MINIMUM BASIC WiND SPEED OF 145 MILES PER HOUR. 3. THE COMPONENTS AND CLADDING HAVE BEEN SELECTED AND THEIR USE INCORPORATED INTO THE DESIGN AND SPECIFICATIONS IN ACCORDANCE WITH ANSI/ASCE 7-95, MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, SECTION 6, TO WITHSTAND THE WIND LOADS ASSOCIATED WITH A MINIMUM BASIC WIND SPEED OF 145 MILES PER HOUR. 0.0 , ,- a.. .�._z-. AMERICAN CONSULTING ENGINEERS COUNCIL JENKINS & CHARLAND CRF�CRA' NC ED T C on aultir En In sere 9 9 3559 N.W. 53rd Street F OIZT LAL CERDALE, FL. 33309 W6) 484-TTn TO THE BEST OF MY KNOVWI.EDC,E AND ABILITY, THE COMPLETED STRUCTURE DEPICTED ON THESE y/ PLANS CONIPLES WITH THE ✓ ell s' 4PPLCCABLE WAN SULDING -ODES FEB 082001 ILE No OOFT L129 t. 0RYR76IfT 300D UOI:GI.AS ROOT ARC{II1K IS M RTOWSRr-STRVI'D 0 O U h�i ~ I, Q! C O W e� _ O W DRAWN REKHA cn1CK _tien RAKESH D 111 11/17/2000 SCALE 1/8' = T-0' JOB NO. Siff FT S-12 �i �HLLIti LIB':. �jl. N 0 4 02 1 0 5. -2 lx� WIND PRESSURES COMPOUND AND CLADDING 0 H SCALB 11W - T-V Component and Cladding Wind Pressures Roof Zones Wall Zones A all Zones Effective Area 1 2 3 4 5 4 5 10 W2 -94.69 -148,63 -202.57 -64.73 -118.67 -86.90 -140.84 10.79 10.79 10.79 64.73 64.73 86.90 86.90 20 ftA2 -88,70 -142.64 -193.58 -64.73 -118.67 -8690 -140.84 10,79 10.79 10.79 64.73 64,73 8690 86.90 50 ffA2 -82.71 -133.65 -178,60 -61.13 -106.68 -83.31 -128.86 10.79 10.79 10.79 58.73 68.73 8091 80.91 100 f t^2 -73.72 -124.66 -169.61 -58.73 -94.69 -8C.91 -116.87 eft A; 10.79 10.79 10.79 55.74 55.74 77,91 77.91 200 ft^2 -70.72 -115,67 -160.62 -55.74 -85.70 -77.91 --107.88 10.79 10.79 10,79 51.54 51.54 73.72 73.72 r W indicates inward pressures I-) indicates outward pressures U� Linear interpolation between values of tributary area is permissJible. lq� 11 4" 11' 6 W 7 V 6., N A;� IN ax, '11F X g J, r. A, 3% I 4�, 0'e a NJ, rc x 4' �V K. 14 jwl� A' ffiW t� � Z*+` 2* AMERICAN CONSULTING ENGINEERS COUNCIL 1E "II4KINS & CHIARLAND ORPORA cZD F, 3559 N.W. 53rd Street FORT LAUDERDALE, R- 33309 WS 484-7M TO THE BEST OF MY KNOWLEDGE AND ABLrrY. THE COMPLETED STRLICTUE DEPICTED ON THESE PLANS COMPLIES WrTH THE KE M ANWIM BUILDING � CODES FEB 6 8 2nill 00F7L129 I ( IWN W(H , '411 0f1l"' U 010 lff.( KF 1) 0 A 11 02101101 'SCAIT AS SHO`i JOB NO SUFF r S-13 4 )F r2