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I i I I 1 1 1 1 I r 11 L _I._.. 2' 3V-4 1/2" '-10 15/16(: 4'-1" L 5'-6" L 4'-1" 1.2 1.4 2 2.1 I 63' -11 5/8" I i 11'-5 1/2" 4 I co 52.1 PSI %.. •• JrrPz — — — — — 0 5.1 T (0 31'-5 3/8" I 12'-0" 8'-8" 4'-0" I J-I\\�y� �, 0 I I I X. r— r rt _ I I S22 ,� F40 L J F40 L J 40 L J F4 C14 G.\ 1 1 I \�, I 13 DEGREE - ANGLE 0 I -}�+ ♦ N 0 I • I F5 % L I �` � (,' WORK POINT tp � � I I -----T — — —— - --- ---- ---r ---- - — — — -- -- --- --- --- ----- =-------=----------------- _------------------- .. r � 1 --- --L J-F40----- \\� �S0 =-----Z--- 1 1 �t I • ( 1 .�`\�� S22 � 1 m 0 I I F50 1 v U 1 1 cp 0 I I r INDICATES CONTROL — — — — — — — — 10'-0" JOINT TYP. ON lr� i N CJ. . . . 0 i nj 2 +��> F25 Q' J 13 DEG. ANGLE CIO I i - in 52.1 I I ,�-I-"� SLOPE SLAB THIS AREA �� SEE ARCH. DWCsS. FOR ' 0 I I 1 +\�lx \,�� DRAIN LOCATIONS +��> TYP 3 -r-`\> V I �• - � • I 2 G,ti + ��-I-�`\,y UON $2.1 y+°`�� G''� 2 r I I 82.1 WORK `n------- r C.J. POINT CJ. r--_---- J• I L--- — L J 'ass F40 C.J.IF _----- - , ( F40 , �+ L J L -i F45 I ; r — F50 —i—WORK POINT LINE — —�— —�-- — — — —1-�>- tA \> tea' J L J 2#4 X 30" IN SL AB �lx+ ter; �� F50 \K1' '-8" 10 -0� 6 -8 r 6C.J. — — — — — F40 CJ. ` L J F40 SLOPE SLAB THISto I SLOPE SLAB WITHIN THIS I I +� +� -� AREA tt AREA - SEE ARCH. DUGS. h U 0 `V FOR DRAIN LOCATIONS F30 r• I C.J. r• I S2 2% I. � I L J L J IF3 I; I U' I r F30 F30 r lA � F35 52.1 I I I I I I I I s2.1 U'w� f I I �-- — — — ——— — — — — —i Ls— — — — —- I ? — z "6 IN GROUTED CELL F35 F30 F3 F35 O - TYP WHERE SHOWN ()' I I 1 Z w z -6 O 6 z w � E � Ll J � m A s2.1 I s2.1 I I I 41 -4" 14'-0" 4'-4" 4'-8" 20'-10" 23'-4" 19'-10" 21'-2" _ I I 41'-4" 108'-0" I I I I 1 2 3 4 5 6 4" CONCRETE SLAB REINFORCED WITH ONE LAYER OF6 X6 W 1.4 / W 1.4 WWF OVER 10 MIL VISQUEEN VAPOR RETARDER ON WELL COMPACTED SAND FILL 0 DESIGN CRITERIA FLORIDA BUILDING CODE 2011 RISK CATEGORY: II ULTIMATE WIND VELOCITY: 140 MPH EXPOSURE: C ENCLOSURE TYPE: ENCLOSED CORNER DISTANCE FOR CtC: 6 FEET GCpI = 0.18 ULTIMATE WIND PRESSURES ON WALLS AND GLAZING: TRIG. AREA INTERIOR CORNER 10 PSF-46,+43-51,+43 20-45,+41-54,+41 50-43,+39-48,+39 100-39,+36-45,+36 ULTIMATE WIND PRESSURES ON ROOF TRIG AREA INTERIOR EDGE CORNER 10-43,+11-12,+11-108,+11 20-42,+16 405,+16-90,+16 50-40,+15-54,+15-54,+15 100-39,+14-4(o,+14-46,+14 200 -3%+14-46,+14-46,+14 MATERIALS: CONCRETE: STD. WEIGHT, f'c = 3000 PSI AT 28 DAYS REINFORCING STEEL: ASTM A615 GRADE 60 WELDED WIRE FABRIC: ASTM A185 MASONRY: UNIT STRENGTH 1900 PSI FOR f'm=1500 PSI STRUCTURAL TUBES: ASTM A501 N=46 KSI STRUCTURAL SHAPES AND PLATES: ASTM A36 STRUCTURAL BOLTS: ASTM A325 THREADED RODS: ASTM A36. STEEL DECK: 1 1/2" 22 GAUGE GALVANIZED TYPE "B" REQUIRED SOIL BEARING CAPACITY: 2000 PSF ROOF DECK FASTENING: INTERIOR AREA: ALL SUPPORTS: 5/8" PUDDLE WELDS 36/5 EDGE AND CORNER AREA: ALL SUPPORTS: 5/8" PUDDLE WELDS 36/1 CORNER AREA: ALL SUPPORTS: 5/8" PUDDLE WELDS 36/9 EDGES PARALLEL TO DECK SPAN DIRECTION: 5/8" PUDDLE WELDS AT 12" SHEET SIDE STITCHING: (2) 010 TEKS PER DECK SPAN. NOTE: THE ENGINEER OF RECORD IS RESPONSIBLE ONLY FOR WORK SHOWN WITHIN THIS SET OF STRUCTURAL DRAWINGS -WORK OF OTHER TRADES OR OF INDEPENDENT PRODUCT SUPPLIERS IS NOT INCLUDED IN THE WORK OF THE ENGINEER OF RECORD AND IS NOT UNDER HIS RESPONSIBILITY. Z < H 11 WU. c < < IV z < < gLu ° tea) 9 LL U. O M p N O � 510 U LL I A m CCC 6 4- p p M Y 40 Z C W Z V O ~1 00LL m �FIL x � w � vJ Z Z J J W � V Q � w W� 0 � = m W u- � W W ~ Z J J N 0W } LL z V w 0 Q w N � V Q � Q C!� THIS DESIGN AND DRAWING IS THE SOLE PROPERTY OF FLEISCHMANGARCIA. NO PART OF THIS WORK MAY BE REPRODUCED WITHOUT PRIOR WRITTEN PERMISSION FROM FLEISCHMANGARCIA. I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT THESE DRAWINGS OMPLY WITH ALL RELEVANT BUILDING PERMIT C1 I,N i � F. • N 1ilq�� G STA1E OF i'�b'20 ISSUE DATE 6/21 /2019 REVISIONS NORTH NO I DATE NOTES 101-0" FOUNDATION AND FLOOR SLAB PLAN SCALE 1/8" = 1'-0" 7m%=1mmm7 0 5' 10, 20' SHEET NAME FOUNDATION & FLOOR SLAB PLAN SHEET NUMBER S1.1