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00-0185-007 ) ) ) ) 7 ) ) P I L Z C A P D E T A I L S GENERAL STRUCTUaAL TOTES. 1. PILE FOUNDATIONS: SEALED BY A FLORIDA REGISTERED;PFZOFE510?�1,4L EIGc�NEER, PRIOR BASED ON SOiL BORINGS AND RECOMMENDATIONS MADE BY 0 TO FABRICATION. SUPERIMPOSED LC'77 54ALL'BE AS ,1770LLOWS: PROFESSIONAL SERVICE INDUSTRIES THE FOUNDATIONS HAVE BEEN SECOND FLOOR: DEAD LOAD = 5 PSF DESIGNED WITH AUGERCAST PILES, NOTE THE FOLLOWING MINIMUM LIVE LOAD: 50 PSF PILE PENETRATION DEPTHS. 6. MASONRY: C IF REQUIRED ) A. ALL CONCRETE BLOCK TO BE GRADE N-2, CONFORMING TO ASTM A. 16" DIAMETER 125 TONS IN COMPRESSION, AND 60 TONS iN C-90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 81-611 11(11 I 1 1f-a"' 121'-6"1 1 12'-6" 12'-6" TENSION. LENGTH OF PILE SHALL BE 40 FEET WiTH A - - 1900 PSI, AND A PRISM STRENGTH OF 1,500 PSI 2 -3 41-011 -3 -3 5 -8 2 -3 1-3141-0 4 -0 2 3 4'-3" 4'-0" 4'-3" '-3 ' 4'-0" 4'-0" 2'- " , �., C,, CIA �„ MINIMUM PENETRATION OF 10 FEET INTO THE FORT THOMPSON (MINIMUM). MORTAR SHALL BE TYPE M, WITH A MINIMUM A R C H � T E C T S FORMATION. STRENGTH OF 2,500 PSI (USE PORTLAND TYPE CEMENT). `9 �+--( � ''1�— � �� � �� MA I �O�S C0.00(I�IA ESiE1�Z, �'� _ ` J J J _ _ ;�— -T� B. 14 DIAMETER, 35 TONS IN COMPRESSION, AND 10 TONS IN B. MASONRY WALLS SHALL BE REINFORCED HORIZONTALLY WITH 8 . . Ai .... . . . . . •.Suit . . Carc�iC.. . . ... . . . . _ _______ __ GAUGE DEFORMED GALVANIZED STEEL SPACED AT 16" C/C 1, CIA `9 ----i- _ r = TENSION. LENGTH OF PILE SHALL BE 35 FEET WITH MINIMUM T€1.(305J 1-0413•�Sx(305�441-�G04 t ,.a raAA FOOOi21 J � VERT. EXTEND HORIZONTAL REINFORCING 4" INTO ADJACENT . _ _� � � l L_ PENETRATION OF 5 FEET INTO THE FORT THOMPSON � COLUMNS. PROVIDE LADDER TYPE FOR REINFORCING. CQ�lSULTAM�: _--- J ------�— ---- . 2 P.C. � = � �-J-- -1--�-- - - � � � `-� - '-- --� FORMATION. U ' I C. FOR VERTICAL REINFORCEMENT, SEE SCHEDULE AND LAP 48 paR,7�3.t- +q PA T=34" �-' J cq r FOR BOTH PILES, PROVIDE 5000 PSI GROUT. TENSION PILES ca n� .�,•� BAR DIAMETERS ( IF APPLICABLE �. PROVIDE FULL BED OF 4tta�.tir.74THCO r 5 a8 LONG WAY U t�ii L — - SHALL BE REINFORCED WITH 4 0'1 BARS FOR THE FULL LENGTH ��FLEA l al SNORT WAY MORTAR FOR REINFORCED MASONRY. ( l' �� OF THE PILES AND 03 'a 14" c/c TIE. COMPRESSION PILES SHALL BE FL=A�na%J NX94"231;ES-000=8 0 T=41" T=45" /' P.C. P.C. REINFORCED WITH ONE 08 REINFORCING BAR. FULL-LENGTH 0 �. WIND DESIGN CRITERIA: �-M�� WC 11-a10 (HOOK) EACH 12-a10 LONG WAY 7_50" T-45° OF THE PILE AND 4 al BARS FOR 15 FEET WITH 3 IS 14 c/c TIE. ALL STRUCTURAL ELEMENTS, EXPOSED TO WIND, TO BE DESIGNED PER WAY BOTTOM 10-a10 SNORT WAY BATTERED PILES SHALL BE REINFORCED WITH ONE #8 BAR THE GUIDELINES OF THE ANSI/ASCE 1-93 BUILDING CODE. Des .D MACK FLOMA W" 12-10 (HOOK) EACH 12-011 LONG WAY BOTTOM 4 (9%)4Z-IMW (r-=(S4 4Z- WAY BOTTOM 14-all SHORT WAY BOTT FULL LENGTH OF THe PILES AND 1 010 BARS FOR 15 FEET AND 8. SHOP DRAWINGS: F ARE MN 03 at 6" c/c TIE. NO SHOP DRAWING SHALL BE SUBMITTED FOR ARCHITECT/ENGINEER'S POT'OMMAMALAM 34'-6" = 331-0" coh"a- mo�m ALL PILES IN 1-PC AND 2-PC PILE CAPS MUST BE PROVIDED WiTH A REVIEW UNTIL AFTER THEY HAVE BEEN REVIEWED AND NOTED FOR o A le�m cal ) u 1 n �_ n 1_ n 1_ n �— n )_ 11 1 n c{1 1 1 )- " �_ 11 , 11 ,- 11 11 2 -3 6 -0 4 6 4 6 4 6 4 6 6 0 2 - 3 4 0 10 3 10 -3 4 0 2 -3 MINIMUM OF 24 LENGTH OF EXPOSED PILE REINFORCING STEEL TO 279-OM c, I �., CONSTRUCTION METHOD, DIMENSIONING, AND OTHER TRADE RoRnAr, OMPATMN 3 � BE EMBEDDED INTO THE PILE CAP (OR GRADE BEAM). E— REQUIREMENTS BY THE CONTRACTOR, AND STAMPED WITH THE LAURA U-B;ENA a�iE ac'raaoca�s LANDSCAPE a = Z 11 2. CONCRETE: ( EXCEPT FOR PRECAST ELEMENTS ) 9. DETAILS AND SECTIONS: UM MY 07 AvaMe�M 41- 11 T P4BOt. 8 L — � — — ,— — � — - - — — ,— — — — �� 8 4 6 �1 � A A DETAILS A (� ��UA�v4- �r T I SN ARWAL al = �r SHEARWALL 02 ALL CONCRETE TO ATTAIN A MINIMUM ULTIMATE COMPRESSIVE ALL DE A LS ND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED Ro 279-IMsrwrna,�na2 �c-co02oas T _ �4 _ _ Z STRENGTH OF 4,000 PSI IN 28 DAYS. AGGREGATES TO BE CLEAN TO BE TYPICAL, AND SHALL BE CONSTRUED TO APPLY TO ANY `�' - - — — — — — — — — — — — AND WELL GRADED, MAXIMUM SIZE 1". CONCRETE SLUMP: 3" MIN. SIMILAR SITUATION ELSEWHERE ON THE PROJECT, UNLESS A -1 42 11 T4B I 41-roll TO 5" MAX. VERTICAL CONCRETE DROP NOT TO EXCEED 8'. DIFFERENT DETAIL, OR SECTION, IS SHOWN. � 1 J _ T�1 10. GROUTING WITH HIGH STRENGTH NON-SHRINK GROUT: V � USE OF A HIGH STRENGTH NON-SHRINK GROUT TO BE USED AS = TO BE AS FOLLOWS: BOTTOM TOP 51DES INDICATED IN THESE DOCUMENTS, OR AS REQUIRED FOR STRUCTURAL FOOTINGS 3 2 3 REPAIRS OR PATCHING. USE MASTERFLOW 928 OR EQUAL (SUBMIT TO SHEARWALL NO. I SHEARWALL NO. 2 0 GRADE BEAMS 3" 2" 2'11 ENGINEER FOR SUBSTITUTION). GROUT TO BE MIXED AS PER ET�' T=13" iro PILES Q " WALLS - - 1.5 RECOMMENDATIONS OF MANUFACTURER. AREAS TO GROUTED MUST BE T=84 13 PILES 41-a11 LONG WAY TOP t BOTTOM HOOKED 42-011 T45 LONG WAY COLUMNS - - 1.51 THOROUGHLY CLEANED OF ALL DEBRIS AND DELETERIOUS MATERIALS. 34-all SHORT WAY TOP 4 BOTTOM HOOKED 38-all T45 SHORT WAY BEAMS 1.5" 1.5" 1.5" GROUT THICKNESS TO BE AS SHOWN IN DOCUMENTS, HOWEVER, 3 SLABS 1" THICKNESS NOT TO EXCEED RECOMMENDATIONS OF MANUFACTURER IF 20'-0" 1 �� 4. REINFORCING STEEL: = 32 -0 REQUIRED, PROVIDE SEVERAL LAYERS, AS REQUIRED, IN ORDER TO -3" 4'-0" �'-�" 4'-011 2' 2'_3" 4'-0" 4'-0" 8'-9" ' 4'-0" 4'-0" 5'-0" TO BE NEW HIGH STRENGTH BILLET STEEL DEFORMED A5 PER ASTM A- ATTAIN REQUIRED TOTAL THICKNESS. C+ 305, AND CONFORMING TO ASTM A-615, GRADE 60. 14-09 TO cn LAP CONTINUOUS TOP AND BOTTOM BARS 48-BAS; DIAMETERS, AT MID- FOR ANCHORING EPDXY: o 0 SPAN FOR TOP, AND AT SUPPORTS FOR BOTTOM. - �,- South T` - _ _ FOR ANCHORING REINFORCING STEEL IN EXISTING CONCRETE USE HEARWALL a2 3, ' 10" 0 r ``� S ARWAL 020 ° °I' �' ' • HOOK DISCONTINUOUS ENDS OF ALL TOP BARS FOR STRUCTURAL BEAMS HiLTi HSE 2411 ADHESIVE ANCHORING EPDXY OR EQUAL. OTHER ,� : Hospital (NON TIE-BEAMS). REINFORCING STEEL TO BE DETAILED AND • c AVAILABLE EPDXIES ARE MADE BY ULTRA BOND OR RAWL. FOR - - - - - FABRICATED IN ACCORDANCE WITH "MANUAL OF STANDARD PRACTICE An �>�d��P.��Syzt=at Em r% " C 15 11 BOTTO I - 21 a8 T P. f- ' INSTALLATION FOLLOW MANUFACTURERS RECOMMENDATIONS. J G - 6 / OF DETAILING REINFORCING CONCRETE STRUCTURES , AND THE ACI = I -r-� �t 61 = `T °- m 1 \� BUILDING CODE 318, LATEST EDITION. SUBMIT SHOP DRAWINGS FOR 12 EXPANSION BOLTS: ®��� MIAMI �! Z G 44- 11 OTT. ► _ — — — — T - 51_ ALL EXPANSION BOLTS, NOTED IN PLANS, ARE TO BE HILTI TYPE N - ►- . Q • � 0 APPROVAL. HOSPITAL I �r 20 PC EXPANSION BOLTS, OR EQUAL. FOR SUBSTITUTION, SUBMIT TO 5 . PRECAST STRUCTURE: STRUCTURAL ENGINEER FOR REVIEW AND HIS APPROVAL. _� _ �L _ � TO BE MANUFACTURED IN ACCORDANCE WITH THE REQUIREMENTS OF , �_ r r _ < _ _ _ _ _ _ - 119 THE SOUTH FLORIDA BUILDING CODE (LATEST EDITION) SUBMIT PARIG STRUCTURE 16-all O , `" E --� 0 J SHOP DRAWINGS AND CALCULATIONS FOR OV 51G- D A --fit L- - �-�- - -�{-�- - � L r LE=LEFT END RE=RIGHT END B A C I L F. 14 4 TOP. m r 1 EL.-6'-3" TOP OF SIZE REINFORCING STIRRUPS SOUTH MIAMI _ - 1 IS all TTOM - - _ - - - --� ` - �— - &-'I-' - ' t _ MARK BEAM .) REMARKS HOSPITAL, INC. — — — — — 1 - C �L B T C E NO. SPACING �4 0 - c� r ° r ELEV 6200 S.W. 73 STREET 3' 10" �,, - - • _' - -r > G5-1 -2'-0" 12 x 20 2-08 2-01 30 `�8" C/C SOUTH IVIM,11, FL 33143 TIT (305) 663 - 5064 'Q- GB-2 -5'-0" 16 x 20 3-'� 2- 9 3-°'9 3❑ �6" c/c s TERAL REINF. - - T-� - - J 61 J J, L) v 20 *8 TOP. OI O SEE ' (_) ADD 2-09 LATERAL REINF. 4'-0" 5'-3" 5'-3" 4'-011 '-3 ' � = _ 0 �I i `n� q� S-1 SECTION G5-3 -5'-0" 16 x 20 3- 9 2- 9 30 �6" c/c EACH FACE 23' �11 Q I N I EL.-6'-0" 01 mi v T = 4'-0" �. GB-4 -2'-0" 12 x 20 2-05 2-01 30 08" c/c (t ft / C— — 33=11 BOTT.— —I — I— — _, 12 PC II (_) PROVIDE 4-O6 DOWELS N - - GB-5 -2 12 x 24 2- 8 2-01 3 .08 c/c SHEARWALLS 15y 1 8, 22 0 J �fF,PR ECASTI I j ❑ FROM PILECAP CONC. WAIF v • GB-6 -2'-0" 12 x 20 2- 2- i 3 C8" c/c T=16" 22 PILES 0 . ❑ s d �° GB--f (') -2'-0" 12 x 24 3-09 2-01 3❑ e8" c/c (#) FROi`li IP�ECA6PDOWELS 3'-10" 20'-10" �'-4" 1 11 (_) PROVIDE 4-a6 DOWELS 20'-roll GB-8 -2 -0 12 x 24 3- 9 2- "i 3❑ a8 c/c FROM PILECAP II II i II (*) PROVIDE 4-a6 DOWELS 2'-311 41-01' '. 4 -0 41-011341-011 2 -3 GB-9 -2'-0" 12 x 36 2-�'8 2- i 3❑ Z12" c/c FROM PILECAP AND GB-2 (•) PROVIDE 4-a6 DOWELS C14 rl 10- TOP n `; SHEARWALLS NO. 16, 17, 20, 1 GB -2' 12 x 36 2-�8 2- •1 3❑ X12" c/c FROM PILECAP �N,�: � "` GB-II _2'_0" 12 x 20 3-� 2-�1 3 �8" c/c DATE x-24-� - _ -/T c J l9-al l B T �J ` J T = � � ❑ # AQ�Y ts0 CAD FLE NO: `Q L — J — — �-3 NOTE: GB-12 ❑ (_) FROM IP 4-Oro CA6PDOWELS ' SHE WA � -2'-0" 16 x 24 3-�9 2-"-i 3 a8" c/c 1. BATTERED PILES DENOTED AS THUS:© (_) - (f) PROVIDE 4-a6 DOWELS �. C T _ GB-13 _2 _0 8 x 12 2-=5 2 5 3❑ �8 c/c F OM PiLECAP Q T T COORIMATIM+CLARRCATION 3'-'10 ' I 2. SLOPE TO BE 5 (TYPICAL) 2 trot-9 d _ A PILECAP Fc"V1 CN cf) cU I 1 28-1 +12'-4��2" 20X611 �8" c/c 3 ` - 3. -SEE BEAM SCHEDULE REMARKS 2 2-01 2-01 3❑ 0 FIECAP av 0 t- p, - FOR DOWEL LOCATIONS 25_2 12'-6" 16 X 18 2-01 2-'� 3❑ a8" c/c 0 FLE CAP ON _ — 8 4. TENSION PILE DENOTED AS THUS: T 2TB-I VARIES 02-01-00 ti— _ SEE SECT. 8 x 12 2-05 2-S 30 e12" c/c � e 0 0i 30-011 BOTT. � �- � Q _ 1 Ll/4 L114 OR L2/4 L2/4 OR CANT. Q 0 "C" BAR WHICHEVER IS GREATER WHICHEVER iS GREATER F O ��G SL"HEDULE _ L TI "E" BAR MARK SIZE REINFORCEMENT REMARKS 1 TOP BAR Q T m �HEARWA�L al9 J J I TOP BAR 3 1 O 4'-0" X 4'-0" X i' 6 04 E.W. I— 26-p1_180TT. t `r -- - -- --------------- - --- - ----- - - - ------------------ ------ ------ - -- SEAL:------ ' 1 11 1 , '-3" = BOTTOM BAR LAP 24 BAR DIA. BOTTOM BAR \ , `', ,�•. INTERMEDIATE -3 4'-0 8 -6" 4'-0" 4'-0" ``� STIRRUPS AS SCHEDULED C � A REINFORCING C ® L U S H E D Eft _ � . _ 25'-0" STD. NOOKS 1 1/2 COYER ALL SIDES _ 1,,. ,' ,< 1 THRUOUT 1 1 L2 RE INFORCEMENT L1 j MARK SIZE REMARKS SHEARWALL N0. 19 23 24 0 VERTICAL BARS TIES T= 54" 26 PILES Y P I A L B E A M D I A A M 1 NOTES: O 34 x 24 C ) C=) (_) PRECAST ❑FlA m R D¢ukti�'31.,PP- r l.- "C" BARS ARE TOP BARS AT NON-CONTINUOUS ENDS. O 28 x 24 (•) (_) (_) PRECAST aPODJ.�PP-2Ve4 2.- "E" BARS ARE TOP BARS OVER RIGHT INTERIOR SUPPORTS. ❑AMA M asp PE 4s O 24 x 24 C+) (_) C=) PRECAST 3.- TOP BARS CALLED FOR AS CONTINUOUS, WHEN SPL ICED, CRAWNG�: SHALL BE SPLICED IN THE MIDDLE THIRD OF THE SPAN. O 34 x 2512 (_) (_) (_) PRECAST 4.- PROVIDE 2-a5 c/c HORIZONTAL CONTINUOUS EACH VERTICAL GENERAL NOTES, r' BEAM FACE HOOK AT DISCONTINUOUS O 8 x 24 6#-63 8"c/c SCHEDULES TC 8 x 12 4�'-5 �3 a 8"c% , PILE CAP DETAILS --- _. DRAE^!I�"S�NO: