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08-40-176
s� DEPTH -38" REINF: 7 4` 7 EACH WAY BOTTOM (ALL BARS HOOKED AT BOTH ENDS) 1 -PC (1411 D IA.) SCALE: 1/4"-V-13" 6'-0" 1'-3" 3'-6" I _N GI -G In I 1 I I II I II DEPTH -40" REINF.: 6 # i LONG BARS BOTTOM 6 # 4 SHORT WAY BOTTOM (ALL BARS HOOKED AT BOTH ENDS) 2 -PC (1411 D IA.) SCALE: 1/4`11'-0' DEPTH =36" REINF.: 8 #$ EACH WAY TOP & BOTTOM (ALL BARS HOOKED AT BOTH ENDS) ELEVATOR PILE CAP (1411 DIA.) SCALE: 1/4" -l' -O" PROVIDE 24 BAR DIA. MIN. OR TERMINATE ENDS IN STANDARD 90 HOOK OR SEMI - 2" CL CIRCULAR HOOK. 0.25E 0.0 "E" BARS a v a a - v a v a v a a MIN. cc ALL REINF STEEL IN SAME Lu DEPTH-39` REINF.= 3 # 9 THREE WAYS BOTTOM (ALL BARS HOOKED AT BOTH ENDS) 3 -PC (1411 DIA.) SCALE: 1/4"-T-01' '-3" i, V-9" I, V-9" I,1 D LPTH -39" REINF 10 4` 8 EACH WAY BOTTOM (ALL BARS HOOKED AT BOTH ENDS) 4 -PC (1411 DIA.) SCALE: 1 /4`-V-0" "C" BARS (TOP OVER EACH SUPPORT) WHERE BARS DIFFER IN TWO ADJACENT SPANS AT A COMMON SUPPORT, THE LARGER BARS SCHEDULED SHALL BE USED. TOP CONT. (CONTINUOUS TOP BARS) LAP IN MIDDLE 1/3 OF SPANS WHERE REQUIRED, CLASS BQ v CLASS B v ° a CLASS R q v SPLICE �, v SPLICE SPLICE v v a v - v a o a a LAYER UNLESS OTHERWISE STIRRUP SPACING AS SCHEDULED NOTED. FIRST STIRRUP SPACED FROM FACE OF SUPPORT. L1 L2 TYPICAL GRADE -BEAM REINF. PLACING DIAGRAM N.T.S NOTES: 1. "L" INDICATES THE LARGER OF ADJACENT SPANS. 2. WHERE BOTTOM BARS ARE INDICATED AS CONTINUOUS WITH ADJACENT SPANS, SPLICES, WHERE NEEDED, SHALL BE MADE IN THE END 1/3 OF SPAN WITH 24 DIA. LAP. 3. SEE TYPICAL CONNECTION BETWEEN PILE CAP AND GRADE BEAM THIS SHEET. z co A PILE GI -G I � II I II I II I 1 I I II I II TOP BARS RUN CONTINUOUS. I III I II I II - I III -------------�------------ III I II III II I I I I - - -- III II SII II - - - - - - - - - - -- - - - - - - - - - �J\-----------\ /------ --- -- I I - \ /�) I I II I III I II I II DEPTH =36" REINF.: 8 #$ EACH WAY TOP & BOTTOM (ALL BARS HOOKED AT BOTH ENDS) ELEVATOR PILE CAP (1411 DIA.) SCALE: 1/4" -l' -O" PROVIDE 24 BAR DIA. MIN. OR TERMINATE ENDS IN STANDARD 90 HOOK OR SEMI - 2" CL CIRCULAR HOOK. 0.25E 0.0 "E" BARS a v a a - v a v a v a a MIN. cc ALL REINF STEEL IN SAME Lu DEPTH-39` REINF.= 3 # 9 THREE WAYS BOTTOM (ALL BARS HOOKED AT BOTH ENDS) 3 -PC (1411 DIA.) SCALE: 1/4"-T-01' '-3" i, V-9" I, V-9" I,1 D LPTH -39" REINF 10 4` 8 EACH WAY BOTTOM (ALL BARS HOOKED AT BOTH ENDS) 4 -PC (1411 DIA.) SCALE: 1 /4`-V-0" "C" BARS (TOP OVER EACH SUPPORT) WHERE BARS DIFFER IN TWO ADJACENT SPANS AT A COMMON SUPPORT, THE LARGER BARS SCHEDULED SHALL BE USED. TOP CONT. (CONTINUOUS TOP BARS) LAP IN MIDDLE 1/3 OF SPANS WHERE REQUIRED, CLASS BQ v CLASS B v ° a CLASS R q v SPLICE �, v SPLICE SPLICE v v a v - v a o a a LAYER UNLESS OTHERWISE STIRRUP SPACING AS SCHEDULED NOTED. FIRST STIRRUP SPACED FROM FACE OF SUPPORT. L1 L2 TYPICAL GRADE -BEAM REINF. PLACING DIAGRAM N.T.S NOTES: 1. "L" INDICATES THE LARGER OF ADJACENT SPANS. 2. WHERE BOTTOM BARS ARE INDICATED AS CONTINUOUS WITH ADJACENT SPANS, SPLICES, WHERE NEEDED, SHALL BE MADE IN THE END 1/3 OF SPAN WITH 24 DIA. LAP. 3. SEE TYPICAL CONNECTION BETWEEN PILE CAP AND GRADE BEAM THIS SHEET. z co A PILE 6-0 m In cr3 I Q co I I cri t P DEPTH =39" DEPTH -49" REINF REINF: 10 * 9 EACH WAY BOTTOM 11 # 9 LONG WAY BOTTOM (ALL BARS HOOKED AT BOTH ENDS) 11 # 8 SHORT WAY BOTTOM 5 -PC (1411 DIA.) (ALL BARS HOOKED AT BOTH ENDS)co co 6 -PC (1411 DIA.) SCALE: 1/4`l'-0` SCALE: 1/4`l' -0' - In /4"-1'-0" a a J U � N as r co w L3 'ILE CAP OR aRADE BEAM -TH) =0R )F PILE LENGTH 2" FOR BALANCE aERCAST PILE 3-6" 1'-3" 7 -6 I � II I II I II I 1 I I II I II TOP BARS RUN CONTINUOUS. I III I II I II c+D Ct) N u0 N C? I III n I 0q- - -I I I - \ /�) I I II I III I II I II � I \�--� � /D 1'-3" V_9" 1'-9" 111-3- 6-0 m In cr3 I Q co I I cri t P DEPTH =39" DEPTH -49" REINF REINF: 10 * 9 EACH WAY BOTTOM 11 # 9 LONG WAY BOTTOM (ALL BARS HOOKED AT BOTH ENDS) 11 # 8 SHORT WAY BOTTOM 5 -PC (1411 DIA.) (ALL BARS HOOKED AT BOTH ENDS)co co 6 -PC (1411 DIA.) SCALE: 1/4`l'-0` SCALE: 1/4`l' -0' - In /4"-1'-0" a a J U � N as r co w L3 'ILE CAP OR aRADE BEAM -TH) =0R )F PILE LENGTH 2" FOR BALANCE aERCAST PILE 3-6" 1'-3" I I � II I II I II I 1 I I II I II TOP BARS RUN CONTINUOUS. I III I II I II 4+3' I III No. SIZE No. I i I I II I III I II I II � I \�--� � /D 1'-3" V_9" 1'-9" 111-3- DEPTH -40" REINF.: #10 @ 12" O.C. EACH WAY TOP & BOTTOM (ALL BARS HOOKED AT BOTH ENDS) SW -1 PILE CAP (14" DIA.) SCALE: 1/4"=1'-0" 1 4`8 FULL LENGTH CENTERED - EL. SEE GEOTECH. REPORT TYPICAL COMPRESSION PILE DETAIL (1411 DIA.) COMPRESSION CAPACITY - 85 TONS TENSION CAPACITY - 28 TONS. LATERAL CAPACITY - 3.5 TONS. N.T.S. NON -CONTINUOS SUPPORT CONTINUOS SUPPORT TYPICAL BASEMENT SLAB REINFORCEMENT DIAGRAM N.T.S. T 19 1.3 Ld I � II I II I II I 1.3 Ld TOP BARS RUN CONTINUOUS. Y 'O 4+3' III I II I II I I III II No. SIZE No. WHEN GRADE BM IS POURED I I II I III I II I II VARIES 20" x 30" 5 #8 5 #8 ©� I II I II I II I II II GB -2 VARIES 20" x 30" ( I II III Z `= Y GB -3 I II - BOTTOM BARS RUN TO P.C. 1'_/]II 11-911 11 _011 Y-311 1 11 DEPTH -40" REINF.: 4`10 @ 12" O.C. EACH WAY TOP & BOTTOM (ALL BARS HOOKED AT BOTH ENDS) SW -2 PILE CAP (1411 DIA.) SCALE: 1/4`11'-0" COL. & PILE CAP z 1.3 Ld TENSION 1.3 Ld TOP BARS RUN CONTINUOUS. CONC. COLUMN 4+3' 35T No. SIZE No. WHEN GRADE BM IS POURED GB -1 VARIES 20" x 30" 5 #8 5 #8 ©� MONOLITHICALLY GB -2 VARIES 20" x 30" COLUMN DOWELS SAME SIZE Z `= ' • GB -3 • BOTTOM BARS RUN TO P.C. ., .• • • ' #3 910" O.C. THRU A CENTER LINE WHEN POURED W Z HOOK THEM AND TIE TO BOTT. MONOLITHICALLY y . , ,• t o , , �•• • . TOP REINF. IF REQUIRED "h" (SEE NOTE 2) PILE CAP DETAILS DOWELS SAME SIZE it GRADE BEAM 3/4 "CUR. UR m .- No. AS GRADE BM. REINF. PILE CAP WHEN GRADE BEAM IS NOT EL.SEE PLAN • • POURED MONOLITHICALLY EL. SEE PLAN CD NOTE! PILE BEYOND 1. AT THE CONTRACTOR'S OPTION, THE GRADE SEE PLAN BEAMS MAY BE POURED MONOLITHICALLY WITH THE PILE CAPS. 2. CONTRACTOR SHALL POUR GRADE BEAM MONOLITHICALLY WHEN DIMENSION "h" IS LESS THAN D/3 TYPICAL CONNECTION BETWEEN PILE CAP & GRADE BEAM N.T.S. • COL. & PILE CAP z COMP TENSION LATERAL 14'DIA. CONC. COLUMN 28T 35T No. SIZE No. SIZE SPACING GB -1 VARIES 20" x 30" 5 #8 5 #8 ©� #3 @10" Q.C. THRU GB -2 VARIES 20" x 30" COLUMN DOWELS SAME SIZE Z `= #3 @10" O.C. THRU GB -3 VARIES 20" x 30" 5 *9 2 #8 No. & SPACING AS COL. REINF. #3 910" O.C. THRU N U' w W Z HOOK THEM AND TIE TO BOTT. -..." REINF. t o TOP REINF. IF REQUIRED CC PILE CAP DETAILS 3/4 "CUR. UR m .- A EL.SEE PLAN • • T. O. S. EL. SEE PLAN • A. T.O.P.C. cc • • • •' • • • 1" CLEAR N BENTONITE SHEET MEMBRANE LD •.' ;, ,*. 4•SUBMIT WATER PROOFING SYSTEM. o� ' + SHOP DRAWINGS. _j b ' • 4 P_ 12 TYP. � Cl_ • • • • ' • • • • • ALL AROUND FTG. Q w ch A ~ "' y 180- HOOK (BOTT. STL ONLY) t 3" CLR. SEE TYP. PILE DET. TYR NOTE: PILES COL. & PILE CAP PILE CAP (FOR REINF. SEE P.C. DET.) PROVIDE ADDITIONAL REINF. STEEL ON SECOND LAYER IN THE EVENT OF BARS BEING CLOSER THAN 4" WITH SPECIFIED REINF. STEEL MAT ON PLAN. VERIFY W/ ENGINEER PRIOR TO PLACEMENT. TYPICAL PILE CAP DETAIL, COLUMN CONN. DETAIL W/ STRUCTURAL SLAB FOUNID,4TION NOTt� w u • u • v 1. FOUNDATIONS WERE DE51GNED FOLLOWING THE RECOMMENDATIONS OF GFA INTERNATIONAL, INC. REPORT DATED APRIL 24, 200S� y• a v U W v u v • mac- u• �w u r u c. sw 2. ALL FOUNDATION CONCRETE SHALL BE CAST 1' I.'THF'©RY..TAF . DEWATERING OPERATION SHALL BE DONE IN SUCH A WAY THAT GROUND WATER LEVELS OUTSIDE THE SITE WILL BE MAINTAINED TO AVOID SETTLEMENT AND DAMAGE TO NEAR15Y�113U`fLDIN66'AND + STRUCTURES. ��Uy • +, a •u v r � V V u U • V •. R• 0 • V. b u 0 • n• V v r•• 3. THE ARCHITECT/ENGINEER ASSUMES NO RE6PONSIBILITY FOR ANY INTERPRETATION THAT THE SUBSURFACE CONDITIONS DESCRIBED IN THE TEST BORING LOGS OCCUR CONSISTENTLY THROUGHOUT THE JOB SITE. TEST BORINGS ARE INCLUDED ONLY TO ASSIST THE CONTRACTOR DURING BIDDING AND 5UB5EQUENT CONSTRUCTION AND REPRESENT SOIL CONDITIONS ONLY AT THE SPECIFIC LOCATIONS AND AT THE PARTICULAR TIMES THEY WERE TAKEN. 4. GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SHORING, 5HEETING AND BRACING OF EXCAvAtIDNS. THE EXTENT OF AUGERCAST PILE RETAINING WALL5 SHALL BE DETERMINED BY CONTRACTOR IN COORDINATION WITH GEOTECHNICAL ENGINEER FOR EXISTING FOUNDATION CONDITIONS. 5. EXCAVATION FOR PILE CAPS, FOOTINGS AND GRADE BEAMS SHALL BE FINISHED BY HAND SHOVEL. 6. IN NO CASE SHALL TRUCKS, BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED CLOSER THAN 8'-0' FROM ANY FOUNDATION WALL UNLESS APPROVED BY THE ENGINEER. Z. GENERAL CONTRACTOR SHALL INSTALL ALL PIPE SLEEVES, BOXED OPENINGS, ANCHOR BOLTS, ETC., A5 REQUIRED FOR THE VARIOUS TRADES. WALL POCKETS TO RECEIVE BEAMS AND SLABS SHALL BE PROVIDED AS REQUIRED FOR THE SUPER -STRUCTURE. SHOP DRAWINGS SHOWING THE POSITION OF OPENINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER PRIOR TO PLACEMENT OF CONCRETE. 5, CONCRETE COMPRESSIVE STRENGTH, f"c. FOR FOUNDATION WORK SHALL BE 5000 PSI AT 28 DAYS, WITH A WATER -GEMENT RATIO OF 0.40 UNLESS OTHERWISE CALLED ON THE NOTES OR ON PLANS. 9. ALL REINFORCING STEEL USED IN FOUNDATION WORK SHALL COMPLY WITH ASTM A615 (51), GRADE 60. SEE 'REINFORCING STEEL" UNDER 'GENERAL NOTES'. 10. THE SOIL ENGINEER OR HIS REPRESENTATIVE OR THE OWNER'S QUALIFIED REPRESENTATIVE SHALL INSPECT ALL 5U5GRADE PREPARATION WORK PRIOR TO THE PLACEMENT OF ANY REINFORCING STEEL OR CONCRETE AND SHALL PERFORM TESTS AS NECESSARY TO VERIFY THAT SUCH WORK IS IN CONFORMANCE WITH THE RECOMENDATION GIVEN IN THE SOIL REPORT. 11. THE DESIGN ENGINEER OR HIS QUALIFIED REPRESENTATIVE OR THE OWNER'S QUALIFIED REPRESENTATIVE SHALL CHECK PLACEMENT OF ALL REINFORCING STEEL PRIOR TO CASTING OF ANY CONCRETE. 12_ THE BUILDING RETAINING WALLS SHALL BE WATERPROOFED. 5EE DRAWINGS AND SPECIFICATIONS. 13. ALL PILE CAPS SHALL BE CENTERED UNDER THE COLUMNS UNLESS OTHERWISE INDICATED ON THE PLANS. 14. CENTER ALL PILE CAPS UNDER RESPECTIVE COLUMNSi CENTER ALL SINGLE PILES UNDER THEIR RESPECTIVE GRADE BEAMS. WIDEN GRADE BEAMS TO 3" PAST PILE FACE (U.O.N.). FILE NOTES 1_ PC AND 5PC PILES DESIGN LOADS ARE SHOWN BELOW AS PER THE RECOMMENDATION IN OF GFA INTERNATIONAL, INC. REPORT. 2. ALL PILE WORK SHALL BE SUPERVISED BY A STATE OF FLORIDA LICENSED PROFESSIONAL ENGINEER 3. ALL PILE WORK SHALL CONFORM WITH THE FLORIDA BUILDING CODE, 2004 EDITION SUB -ARTICLE 2405.1 "PILE FOUNDATIONS, GENERAL' AND SUB -ARTICLE 2405.8 'SPECIAL PILES'. 4. TOP OF PILE CAPS ARE INDICATED ON PLAN OR THUS: (+ 1'-2' NjS.V.D.) GENERAL CONTRACTOR SHALL IDENTIFY THOSE PILE CAPS WHERE CONFLICT WITH OTHER TRADES EX15T AND BRING THEM TO THE ATTENTION OF THE ARCHITECT/ENGINEER BEFORE COMMENCING WORK AT THAT AREA 5. ALL PILES ARE TO BE INSTALLED DOWN TO THE BEARING STRATA AS PER SOIL CONSULTANT'5 RECOMMENDATIONS. 6. RECORDS OF PILE PENETRATION OF EVERY PILE, AND THE BEHAVIOR OF 50ME DURING INSTALLATION SHALL BE FILED WITH THE BUILDING DEPARTMENT AND SUBMITTED t0 THE ENGINEER OF RECORD FOR REVIEW 1. A PLAN SHOWING THE IDENTIFICATION AND THE AS -BUILT LOCATION OF ALL PILES SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO POURING OF PILE CAPS AND GRADE BEAMS. 8. THE OWNER SHALL CONTRACT A COMPETENT SOILS LABORATORY TO SUPERVISE THE INSTALLATION OF PILES, PERFORM PILE GROUT TESTS AS PER SPECIFICATIONS AND SOIL REPORT AND SUPERVI5E THE LOAD TESTS. 5. LOAD TESTS SHALL BE PERFORMED A5 PER THE FLORIDA BUILDING CODE,2004 EDITION_ IN ADDITION THE LOAD TEST SHALL VERIFY THE PILE TENSION AND LATERAL CAPACITIES. 10. PILE GROUT SHALL BE A HIGH-STRENGTH MORTAR COMPOSED OF A MIXTURE OF PORTLAND CEMENT, MINERAL FILLER, FLUIDIFIER, SAND AND WATER 50 PROPORTIONED AND MIXED AS TO PROVIDE A MORTAR CAPABLE OF MAINTAINING THE SOLIDS IN SUSPENSION WITHOUT APPRECIABLE WATER GAIN, YET WHICH MAY BE PUMPED WITHOUT DIFFICULTY AND WHICH WILL LATERALLY PENETRATE AND FILL ANY VOIDS IN THE FOUNDATION MATERIAL. THE MATERIALS SHALL BE 50 PROPORTIONED AS TO PROVIDE A HARDENED MORTAR HAVING AN ULTIMATE COMPRESSIVE STRENGTH OF 5500 P51 AT 28 DAYS FOR ALL PILES. 11. CONTRACTOR SHALL PROTECT FROM CORROSION ANY STEEL EXPOSED TO WEATHER FOR A PROLONGED PERIOD OF TIME DURING CONSTRUCTION. GRADE BEAM SCHEDULE COMP TENSION LATERAL 14'DIA. 85T 28T 35T 2. ALL PILE WORK SHALL BE SUPERVISED BY A STATE OF FLORIDA LICENSED PROFESSIONAL ENGINEER 3. ALL PILE WORK SHALL CONFORM WITH THE FLORIDA BUILDING CODE, 2004 EDITION SUB -ARTICLE 2405.1 "PILE FOUNDATIONS, GENERAL' AND SUB -ARTICLE 2405.8 'SPECIAL PILES'. 4. TOP OF PILE CAPS ARE INDICATED ON PLAN OR THUS: (+ 1'-2' NjS.V.D.) GENERAL CONTRACTOR SHALL IDENTIFY THOSE PILE CAPS WHERE CONFLICT WITH OTHER TRADES EX15T AND BRING THEM TO THE ATTENTION OF THE ARCHITECT/ENGINEER BEFORE COMMENCING WORK AT THAT AREA 5. ALL PILES ARE TO BE INSTALLED DOWN TO THE BEARING STRATA AS PER SOIL CONSULTANT'5 RECOMMENDATIONS. 6. RECORDS OF PILE PENETRATION OF EVERY PILE, AND THE BEHAVIOR OF 50ME DURING INSTALLATION SHALL BE FILED WITH THE BUILDING DEPARTMENT AND SUBMITTED t0 THE ENGINEER OF RECORD FOR REVIEW 1. A PLAN SHOWING THE IDENTIFICATION AND THE AS -BUILT LOCATION OF ALL PILES SHALL BE SUBMITTED TO THE ENGINEER FOR REVIEW AND APPROVAL PRIOR TO POURING OF PILE CAPS AND GRADE BEAMS. 8. THE OWNER SHALL CONTRACT A COMPETENT SOILS LABORATORY TO SUPERVISE THE INSTALLATION OF PILES, PERFORM PILE GROUT TESTS AS PER SPECIFICATIONS AND SOIL REPORT AND SUPERVI5E THE LOAD TESTS. 5. LOAD TESTS SHALL BE PERFORMED A5 PER THE FLORIDA BUILDING CODE,2004 EDITION_ IN ADDITION THE LOAD TEST SHALL VERIFY THE PILE TENSION AND LATERAL CAPACITIES. 10. PILE GROUT SHALL BE A HIGH-STRENGTH MORTAR COMPOSED OF A MIXTURE OF PORTLAND CEMENT, MINERAL FILLER, FLUIDIFIER, SAND AND WATER 50 PROPORTIONED AND MIXED AS TO PROVIDE A MORTAR CAPABLE OF MAINTAINING THE SOLIDS IN SUSPENSION WITHOUT APPRECIABLE WATER GAIN, YET WHICH MAY BE PUMPED WITHOUT DIFFICULTY AND WHICH WILL LATERALLY PENETRATE AND FILL ANY VOIDS IN THE FOUNDATION MATERIAL. THE MATERIALS SHALL BE 50 PROPORTIONED AS TO PROVIDE A HARDENED MORTAR HAVING AN ULTIMATE COMPRESSIVE STRENGTH OF 5500 P51 AT 28 DAYS FOR ALL PILES. 11. CONTRACTOR SHALL PROTECT FROM CORROSION ANY STEEL EXPOSED TO WEATHER FOR A PROLONGED PERIOD OF TIME DURING CONSTRUCTION. GRADE BEAM SCHEDULE URA SIZE BOTT. TOP CONT. "C" BARS "E" BARS STIRRUPS MARK ELEV, B x D No. SIZE No. SIZE No. SIZE No. SIZE No. SIZE SPACING GB -1 VARIES 20" x 30" 5 #8 5 #8 � � (� W #3 @10" Q.C. THRU GB -2 VARIES 20" x 30" 5 #9 5 #9 Z `= #3 @10" O.C. THRU GB -3 VARIES 20" x 30" 5 *9 2 #8 , #3 910" O.C. THRU N U' w W Z �C -..." #26000522 ARCHIITTECTURE, N&RWIDESIGN PLANNING - •s E, r o. t c U to 4� � I MARIO`A.,SU { 7 P.E. 25414 w o N N n o uj o D_ z�so O `n �0 ie c n 2 OXFORD UNIVERSAL 4311 PONCE DE LEON QLVD. CORAL GABLES, FLORIDA 33146 5966 SOUTH DIXIE BUILDING 5966 & 5970 SOUTH DIXIE HIGHWAY MIAMI, FLORIDA 33133 MATEU ARCHITECTURE INC THIS NCTHIS DRAWING IS THE PROPERTY OF MATEU ARCHITECTURE INC. UNLESS OTHERWISE PROVIDED FOR 6Y CONTRACT. THE CONTENTS OF THIS DRAWING ARE CONFIDENTIAL AND SHALL NOT BE TRANSMITTED TO ANY PARTY EXCEPT AS AUTHORRED BY THE ARCHITECT/ENGINEERS DF RECORD. PHASE PERMIT DRAWINGS FILE NAME: PROJECT NO. MA0605 DRAWN 6Y: M.A.S. CHECKED 6Y: ISSUE DATE: DECEMBER 10, 2007 REVISIONS -4. BLDG. DEPT. COMM. & COORDINATION 05-20-08 -5. BLDG. DEPT. (08-08-08.) -6. BLDG. DEPT. (08-27-08) SHE TITLE 4 PILECAP & GRADE BEAM DETAILS SHEET: OF: URA z co T6 A N o �U) 88 v- C7 � � (� W c « r LL O W Z 0L Z `= U) t Z U .d W , N U' w W Z �C -..." ¢O d- u�[ w o N N n o uj o D_ z�so O `n �0 ie c n 2 OXFORD UNIVERSAL 4311 PONCE DE LEON QLVD. CORAL GABLES, FLORIDA 33146 5966 SOUTH DIXIE BUILDING 5966 & 5970 SOUTH DIXIE HIGHWAY MIAMI, FLORIDA 33133 MATEU ARCHITECTURE INC THIS NCTHIS DRAWING IS THE PROPERTY OF MATEU ARCHITECTURE INC. UNLESS OTHERWISE PROVIDED FOR 6Y CONTRACT. THE CONTENTS OF THIS DRAWING ARE CONFIDENTIAL AND SHALL NOT BE TRANSMITTED TO ANY PARTY EXCEPT AS AUTHORRED BY THE ARCHITECT/ENGINEERS DF RECORD. PHASE PERMIT DRAWINGS FILE NAME: PROJECT NO. MA0605 DRAWN 6Y: M.A.S. CHECKED 6Y: ISSUE DATE: DECEMBER 10, 2007 REVISIONS -4. BLDG. DEPT. COMM. & COORDINATION 05-20-08 -5. BLDG. DEPT. (08-08-08.) -6. BLDG. DEPT. (08-27-08) SHE TITLE 4 PILECAP & GRADE BEAM DETAILS SHEET: OF: