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w FOUNDA1ON PLAN NOTES: 1. ALL ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE REFERENCED TO TOP OF GROUND FLOOR SLAB - ON -GRADE AT DATUM ELEVATION +0'-0". (+12.0' NAVD). 2, TOP OF SLAB -ON -GRADE IS AT FINISHED FLOOR DATUM ELEVATION +0'-0', UNLESS NOTED. 3. CENTERLINES OF COLUMNS, WALLS AND FOOTINGS ARE COINCIDENT UNLESS NOTED. 4. MINIMUM 28-DAY CONCRETE COMPRESSIVE STRENGTH (F'C): THICKENED SLAB, THICKENED SLAB EDGE & SLAB -ON -GRADE: 3000 PSI GRADE BEAMS, PILE CAPS & PILES: 3000 PSI COLUMNS & SHEARWALLS: 5000 PSI 5. REINFORCING STEEL: GRADE 60 KSI. SUBMIT SHOP DRAWINGS FOR ALL REINFORCEMENT FOR REVIEW BY THE ENGINEER. FOR CONTINUOUS FOOLING REINFORCEMENT PROVIDE MINIMUM LAP SPLICE OF 36 x BAR DIAMETER AND PROVIDE 24"x 24" CORNER BARS. 6. MINIMUM CONCRETE COVER TO REINFORCING STEEL: CAST AGAINST EARTH: 3' FORMED SURFACES: EXPOSED TO EARTH OR WEATHER: 1-1/2' WALLS AND FRAMED SLABS: 1' BEAMS AND COLUMNS: 1-1/2' TO STIRRUPS AND TIES. 7. PROVIDE 48 HOURS MINIMUM NOTICE TO THE ENGINEER PRIOR TO ANY POUR OF STRUCTURAL CONCRETE. 8. SLAB -ON -GRADE TO BE 4' THICK. PROVIDE 'FIBERMESH' POLYPROPYLENE FIBER MESH REINFORCEMENT ADDED TO THE MIX AT THE RATE OF 1-1/2 POUNDS PER CUBIC YARD, MINIMUM, BUT NOT LESS THAN RECOMMENDED BY THE MANUFACTURER. PROVIDE SAWCUT CONTROL JOINTS AS SHOWN ON THE DRAWINGS WITHIN 12 HOURS OF POUR. 9. PROVIDE 6 MIL POLYETHYLENE VAPOR BARRIER UNDER SLAB -ON -GRADE WITH 6' TAPED LAPS. 10. FOUNDATIONS SHALL BE FOUNDED ON SOIL CAPABLE OF SUSTAINING 2000 POUNDS PER SQUARE FOOT. SOIL OF THIS VALUE IS ASSUMED TO BE FOUND AT THE ELEVATIONS SHOWN. 11, REFER TO GEOTECHNICAL INVESTIGATION REPORT NO. 508028, DATED SEPTEMBER 2, 2005, PREPARED BY KSM ENGINEERING AND TESTING, INC. 12. PREPARE SUBGRADE SOIL IN ACCORDANCE WITH PROCEDURE INCLUDED IN THE GEOTECHNICAL INVESTIGATION REPORT NOTED ABOVE, 13. SOIL AT THE UNDERSIDE OF FOOTINGS SHALL BE INSPECTED AND APPROVED BY THE GEOTECHNICAL CONSULTANT PRIOR TO THE POURING OF FOOTINGS. 14. REFER ALSO TO GENERAL NOTES AND TYPICAL DETAILS ON DRAWINGS S4.1 & S4.2. PILE FOUNDATION NOTES: vv �✓ . tiw, 1. 2. ALL PILES SHALL BE 14" DIAMETER AUGERCAST CONCRETE WITH THE FOLLOWING MINIMUM SAFE L ALLOWABLE LOAD CAPACITY: COMPRESSION: 50 TONS LATERAL LOAD: 3 TONS UPLIFT: 20 TONS 3. TOP OF PILECAPS AND GRADEBEAMS ARE FLUSH AT ELEVATION -4'-9" (+5'-0" NAVD), TYPICAL. 4. PILE 'CUT-OFF"IS AT ELEVATIONS NOTED ON PLAN AND TYPICAL DETAILS. PROVIDE 4" PILE EMBEDMENT INTO PILECAP. 5. BEARING TIP OF PILES TO BE AUGERED TO APPROXIMATELY 40' BELOW BOTTOM OF PILE CAP. THE GEOTECHNICAL ENGINEER SHALL VERIFY THE ADEQUACY OF THE PILE PENETRATION DEPTH ON SITE DURING REVIEW OF PILE INSTALLATION. 6. A REPRESENTATIVE OF THE GEOTECHNICAL ENGINEER SHALL BE PRESENT ON SITE DURING ALL PILE INSTALLATION AND SHALL SUBMIT A SUMMARY REPORT CONFIRMING THE ADEQUACY OF THE INSTALLED PILES PRIOR TO POURING OF CAPS AND GRADE BEAMS, 7. THE CONTRACTOR SHALL RETAIN A PROFESSIONAL SURVEYOR TO PREPARE AN AS -BUILT LOCATION SURVEY OF ALL PILES AFTER INSTALLATION. THE SURVEY SHALL NOTE DEVIATIONS OF AS - CONSTRUCTED PILE LOCATIONS, FROM DESIGN LOCATIONS. SUBMIT SURVEY AND OBTAIN ENGINEER'S APPROVAL PRIOR TO ANY POUR OF CAPS OR GRADEBEAMS. 8. COORDINATE ALL DIMENSIONS WITH THE ARCHITECTURAL DRAWINGS. REPORT ANY DISCREPANCIES IN WRITING TO ENGINEER AND ARCHITECT PRIOR TO INSTALLATION OF PILE, FOUNDATION EXCAVATION AND FABRICATION OF REINFORCEMENT. 9. NO PILE CAPS OR GRADE BEAMS SHALL BE POURED AT PILES WHERE DOCUMENTATION HAS NOT BEEN SUBMITTED AND APPROVED BY THE ENGINEER OF RECORD. 10. REFER ALSO TO TYPICAL PILING DETAILS AND SPECIFICATION ON DRAWINGS S4.1 & S4.2. SEE PILE DETAIL SHEET 933.1 TYPICALLY 8' CMU WALL W/ #8 VE OFFSET @ 48' O/C GROUTED SOLID F1 S3. F3 G> ! L`; - r r- r- J TE1 �I F2 S3. TEI :.J. C Jr TE1 F2 F1 S3. I-� - s TE1 I� TYPICALLY DENOTES 8' CMU TS1 BREAKAWAY WALLS J. Ln pQ C.J.I CC.J. L�J TS1 I C1 4, III TS1 - L �I L---J +T.O.S. @ 16P CAP= TO'-0' (12.0' NAVD) 16'-O'xl6'-O'x2'-6' DEEP CAP W/ (SLOPE PER ARCH'L) #6 @ 8' O/C T&B EACH WAY. -0' 3 @ 4'-0' -0' T.O. CAP @ -4'-0' (VERIFY) 6Q ATYPICALLY DENOTES %'x1Ys' SAWCUT JOINTS MADE WITHIN 12 HOURS TS1_ TS1 1 fS I OF POUR C.J� r 0 )� J ` ILC.J I I St TS1 I TS L _1 I -� L- 14 111 TEtL-�I TE1- = L= - TE1 - - FLOOD NOTES: THE DESIGN OF THE BREAKAWAY WALLS MEETS THE REQUIREMENTS OF ASCE 7-10. THE DESIGN OF THE BREAKAWAY WALLS MEETS THE REQUIREMENTS OF ASCE 7-10. THE BREAKAWAY WALLS ARE DESIGNED TO COLLAPSE AT 20 ESE OR LESS. BREAKAWAY WALLS ARE DESIGNED TO COLLAPSE FROM FLOOD LOADS LESS THAN THAT WHICH OCCURS tT BASE FLOOD ELEVATION. THE SUPPORTING FOUNDATIONS AND ELEVATED STRUCTURE HAS BEEN DESIGNED AGAINST COLLAPSE, PERMANENT LATERAL DISPLACEMENT, AND OTHER STRUCTURAL DAMAGE DUE TO THE EFFECTS OF FLOOD LOADS IN COMBINATION WITH OTHER LOADS AS SPECIFIED IN ASCE 7-10. FULLY ENCLOSED AREAS BELOW THE DESIGN FLOOD ELEVATION SHALL BE CONSTRUCTED TO ALLOW AUTOMATIC ENTRY AND EXIT OF FLOODWATERS, THE DESIGN WILL PROVIDE FOR EQUALIZATION OF HYDROSTATIC FLOOD FORCES IN ACCORDANCE WITH SECTION 2.7.2.2 OF ASCE 24. - #5 VERTICALS IN FILLED CELLS @ 48' O/C MAX. TYPICAL U.N.O. C. TE1 FOUNDATION SCHEDULE MARK SIZE DEPTH REINF. REMARKS TE1 24' x CONTIN. 16' 3#5 B. CONTINUOUS #5x18' @ 32' O/C TRANSVERSE TS1 16' x CONTIN. 16' 2#5 B. CONTINUOUS GB1 16" x CONTIN. 24" 3#6 B, 3#6 T, 1#5 HEF > #3 STIRRUPS @ 12' O/C TS1 _J TS1 J. �-THIS WALL FILLED SOLID W/ I;I #5 VERTICALS @ 16' O/C MAX. I THIS WALL FILLED SOLID W/ #5 VERTICALS @ 16' O/C MAX. F1 I S3.1 15P CAP= -20'-O'x12'-O'x2'-6' DEEP CAP W �Q #6 @ 8' O/C T&B EACH WAY r------ W3 I- cV UP I o F3 I 3I d- S3.1 TE1 I o COLUMN LEGEND: L _ _I- _ Sw4 - J -7C1= " 8'x24' � C2= x24 2'-0' 4 @ 4'-0' 2'-0' WIND LOAD DESIGN CRITERIA, WIND LOADS PER ASCE 7-16 & 2017 FLORIDA BUILDING CODE. V=164 MPH- 3 SECOND GUST, ULTIMATE EXPOSURE 'D' CATEGORY II BUILDING, 1=1.00 FULLY ENCLOSED STRUCTURE/GCpi= f0.18 ALL OPENINGS PROTECTED COMPONENTS AND CLADDING DESIGN PRESSURES: (ALLOWABLE STRESS DESIGN) PSF ZONE 1 +20.6 -50.6 ZONE 2 +46.3 -85.0 ZONE 3 +46.3 -85.0 ZONE 4 +46.3 -50.2 ZONE 5 +46.3 -61.8 NOTES: SEE PILE DETAIL SHEET 9.S3.1 THE STRUCTURE DESIGN SHOWN ON THESE DRAWINGS COMPLIES WITH THE STRUCTURAL REQUIREMENT OF SECTION 3109 OF THE 2017 FLORIDA BUILDING CODE, STRUCTURES SEAWARD OF A COASTAL CONSTRUCTION CONTROL LINE. ALL CONCRETE MASONRY UNIT WALLS FROM FOUNDATION TO UNDERSIDE OF 2ND FLOOR FRAM.LNG ARE INTENDED AS BREAKAWAY, ALL POURED CONCRETE COLUMNS AND WALLS ARE DESIGNED AS FLOOD RESISTANT TO HYDROSTATIC AND HYDRODYNAMIC LOADS. RECEIVED NOV sr . FOUNDATION PLAN c 7085 SOUTH TAMIAMI TRAIL, SARASOTA, FL 34231 PHONE (941) 929-1552 FAX (941) 929-1553 email: cad@stirlingwilbur.com Copyright ® 2018 Stirling & Wilbur Engineering Group EB6482 PROJECT NAME CRISTELLE CAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY, FLORIDA 9 UNITS ISSUED FOR PERMIT PROJECT NUMBER S2018-064 SIGN/SEAL �. 0 REVISIONS 12-10-18 DRAWN BY RTR CHECKED BY BHS DATE 12-10-18 PLOT SCALE A'=1'-0" THIS DRAWING IS NOT TO BE SCALED. REVISION 11-97-ZI SHEET TITLE FOUNDATION PLAN lgbg-a215 REVIEWED FOR CODE COMPLIANCE ST. LUCIE�+COUNTY BOCK SHEET NUMBER 931A \gwv'Dia FLOOR FRAMING NOTES: 1 1. ALL ELEVATIONS GIVEN ON THE STRUCTURAL DRAWINGS ARE REFERENCED TO TOP OF EXISTING GROUND FLOOR SLAB -ON -GRADE AT DATUM ELEVATION+O'-0" (+12.0' NAVD). 2. TOP OF STRUCTURAL FRAMING IS AT ELEVATION +9.7' (+21.7'NAVD) EXCEPT AS NOTED ON PLAN. TAPER EXTERIOR SLAB THICKNESS AS SHOWN TO PROVIDE MINIMUM 1/8' PER FOOT DRAINAGE SLOPE TO EXTERIOR. 3. DESIGN LOADS LIVE LOADS: LIVING AREAS AND BALCONIES: 40 PSF WALKWAYS: 60 PSF STAIRWAYS: 100 PSF DEAD LOADS: LIVING AREAS, BALCONIES AND WALKWAYS: 20 PSF ALLOWANCE FOR SUPERIMPOSED FINISHES 4. MINIMUM 28-DAY CONCRETE COMPRESSIVE STRENGTH (F'C): COLUMNS, SHEARWALLS, SLABS AND BEAMS: 5000 PSI 5. REINFORCING STEEL GRADE: 60 KSI: SUBMIT SHOP DRAWINGS FOR ALL REINFORCEMENT FOR REVIEW BY THE ENGINEER PRIOR TO FABRICATION OR PLACEMENT. 6. CONCRETE COVER TO REINFORCING STEEL: SLAB BARS: 3/4" AT TOP AND SIDES & 3/4" AT BOTTOM. BEAMS AND COLUMNS: 1-1/2' TO STIRRUPS AND TIES 7. PROVIDE 48 HOURS MINIMUM NOTICE TO ENGINEER FOR REVIEW PRIOR TO ANY POUR OF STRUCTURAL CONCRETE. 8. APPROVAL MUST BE OBTAINED FROM ENGINEER FOR ALL OPENINGS OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS. 9. SUBMIT FLOOR SLAB PLAN, SHOWING ALL MEP PENETRATIONS, FOR REVIEW BY THE ARCHITECT AND ENGINEER, A MINIMUM OF 7 DAYS BEFORE SCHEDULED SLAB POUR. 10. REFER ALSO TO GENERAL NOTES AND TYPICAL DETAILS ON DRAWINGS S4.1 & S4.2. 48' O/C MAX IN GROUTED CELLS )N-LOAD BEARING 8" CMU INFILL 2ND FLOOR FRAMING PLAN ENGINEERING GROUP 7085 SOUTH TAMIAMI TRAIL, SARASOTA, FL 34231 PHONE (941) 929-1552 FAX (941) 929-1553 email: cad@stirlingwilbur.com Copyright (0 2018 Stirling & Wilbur Engineering Group EB6482 PROJECT NAME CRISTELLE CAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY, FLORIDA (r.11L11 ISSUED FOR PERMIT 12-10-18 PROJECT NUMBER S2018-064 SIGN/SEAL " \4 e7GF l � •�v STATE OF e BRIAN S1IRLING. PE 34927 REVISIONS DRAWN BY RTR CHECKED BY BHS DATE 12-10-18 PLOT SCALE THIS DRAWING IS NOT TO BE SCALED. REVISION (t-z47-z/ 61:14421FWI 2ND FLOOR FRAMING PLAN REVIEWED FU 4'OODE COMPLIANCE ST. LUCIE COUNTY BOCC \s,d\I)18, SHEET NUMBER M1.2 FLOOR FRAMING NOTES: 1. ALL ELEVATIONS GIVEN ON THE STRUCTURAL DRAWINGS ARE REFERENCED TO TOP OF EXISTING GROUND FLOOR SLAB -ON -GRADE AT DATUM ELEVATION +0'-0" (+12.0' NAVD). 2. TOP OF STRUCTURAL FRAMING IS AT ELEVATION +19.7' (+31.7' NAVD) EXCEPT AS NOTED ON PLAN. TAPER EXTERIOR SLAB THICKNESS AS SHOWN TO PROVIDE MINIMUM 1/8' PER FOOT DRAINAGE SLOPE TO EXTERIOR. 3. DESIGN LOADS LIVE LOADS: LIVING AREAS AND BALCONIES: 40 PSF WALKWAYS: 60 PSF STAIRWAYS: 100 PSF DEAD LOADS: LIVING AREAS, BALCONIES AND WALKWAYS: 20 PSF ALLOWANCE FOR SUPERIMPOSED FINISHES 4. MINIMUM 28-DAY CONCRETE COMPRESSIVE STRENGTH (FC): COLUMNS, SHEARWALLS, SLABS AND BEAMS: 5000 PSI 5. REINFORCING STEEL GRADE: 60 KSI. SUBMIT SHOP DRAWINGS FOR ALL REINFORCEMENT FOR REVIEW BY THE ENGINEER PRIOR TO FABRICA11ON OR PLACEMENT. 6. CONCRETE COVER TO REINFORCING STEEL: SLAB BARS: 3/4' AT TOP AND SIDES & 3/4' AT BOTTOM. BEAMS AND COLUMNS: 1-1/2' TO STIRRUPS AND TIES 7. PROVIDE 48 HOURS MINIMUM NOTICE TO ENGINEER FOR REVIEW PRIOR TO ANY POUR OF STRUCTURAL CONCRETE. 8. APPROVAL MUST BE OBTAINED FROM ENGINEER FOR ALL OPENINGS OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS. 9. SUBMIT FLOOR SLAB PLAN, SHOWING ALL MEP PENETRATIONS, FOR REVIEW BY THE ARCHITECT AND ENGINEER, A MINIMUM OF 7 DAYS BEFORE SCHEDULED SLAB POUR. 10. REFER ALSO TO GENERAL NOTES AND TYPICAL DETAILS ON DRAWINGS S4.1 & S4.2. O/C MAX IN GROUTED CELLS AD BEARING 8' CMU INFILL 3RD FLOOR FRAMING Ye'=1'—O' STIRLING & WILBUR ENGINEERING GROUP 7085 SOUTH TAMIAMI TRAIL, SARASOTA, FL 34231 PHONE (941) 929-1552 FAX (941) 929-1553 email: cad@stirlingwilbur.com Copyright ® 2018 Stirling & Wilbur Engineering Group EB6482 PROJECT NAME CRISTELLE CAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY, FLORIDA 9 UNITS ISSUED FOR PERMIT 12-10-18 PROJECT NUMBER S2018-064 SIGN/SEAL 0i'7D i� STATE OF BRIAN STIRLING, PE 34927 REVISIONS DRAWN BY RTR CHECKED BY BHS DATE 12-10-18 PLOT SCALE Y8'=1'-0' THIS DRAWING IS NOT TO BE SCALED. REVISION SHEET TITLE 3RD FLOOR FRAMING PLAN REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC SHEET NUMBER 931.3 FLOOR FRAMING NOTES: 1. ALL ELEVATIONS GIVEN ON THE STRUCTURAL DRAWINGS ARE REFERENCED TO TOP OF EXISTING GROUND FLOOR SLAB -ON -GRADE AT DATUM ELEVATION +0'-0"(+12.0' NAVD). 2. TOP OF STRUCTURAL FRAMING IS AT ELEVATION +29.7' (+41.7' NAVD) EXCEPT AS NOTED ON PLAN. TAPER EXTERIOR SLAB THICKNESS AS SHOWN TO PROVIDE MINIMUM 1/8' PER FOOT DRAINAGE SLOPE TO EXTERIOR. 3. DESIGN LOADS LIVE LOADS: LIVING AREAS AND BALCONIES: 40 PSF WALKWAYS: 60 PSF STAIRWAYS: 100 PSF DEAD LOADS: LIVING AREAS, BALCONIES AND WALKWAYS: 20 PSF ALLOWANCE FOR SUPERIMPOSED FINISHES 4. MINIMUM 28-DAY CONCRETE COMPRESSIVE STRENGTH (F'C): COLUMNS, SHEARWALLS, SLABS AND BEAMS: 5000 PSI 5. REINFORCING STEEL GRADE: 60 KSL SUBMIT SHOP DRAWINGS FOR ALL REINFORCEMENT FOR REVIEW BY THE ENGINEER PRIOR TO FABRICATION OR PLACEMENT. 6. CONCRETE COVER TO REINFORCING STEEL: SLAB BARS: 3/4' AT TOP AND SIDES & 3/4' AT BOTTOM. BEAMS AND COLUMNS: 1-1/2' TO STIRRUPS AND TIES 7. PROVIDE 48 HOURS MINIMUM NOTICE TO ENGINEER FOR REVIEW PRIOR TO ANY POUR OF STRUCTURAL CONCRETE. 8. APPROVAL MUST BE OBTAINED FROM ENGINEER FOR ALL OPENINGS OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS. 9. SUBMIT FLOOR SLAB PLAN, SHOWING ALL MEP PENETRATIONS, FOR RENEW BY THE ARCHITECT AND ENGINEER, A MINIMUM OF 7 DAYS BEFORE SCHEDULED SLAB POUR. 10. REFER ALSO TO GENERAL NOTES AND TYPICAL DETAILS ON DRAWINGS S4.1 & S4.2. 8' O/C MAX IN GROUTED CELLS -LOAD BEARING 8' CMU INFILL 4TH FLOOR FRAMING PLAN c ��8'=1,_0• STIRLING & WILBUR ENGINEERING GROUP 7085 SOUTH TAMIAMI TRAIL, SARASOTA, FL 34231 PHONE (941) 929-1552 FAX (941) 929-1553 email: cad@stirlingwilbur.com Copyright ® 2018 Stirling & Wilbur Engineering Group EB6482 PROJECT NAME CRISTELLE CAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY. FLORIDA 9 UNITS ISSUED FOR PERMIT 12-10-18 PROJECT NUMBER S2018-064 SIGN/SEAL n REVISIONS DRAWN BY RTR CHECKED BY BHS DATE 12-10-18 PLOT SCALE THIS DRAWING IS NOT TO BE SCALED. 11- Z}- z/ REVISION SHEET TITLE 4TH FLOOR FRAMING PLAN REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY RnrC� SHEET NUMBER 931.4 CONCRETE ROOF FRAMING NOTES: STIRLING & WILBUR ENGINEERING GROUP 1. ALL ELEVATIONS ON THE STRUCTURAL DRAWINGS ARE REFERENCED TO TOP OF GROUND FLOOR SLAB - ON -GRADE AT DATUM ELEVATION 0'-O'. (+12.0' NAVD). 2. TOP OF STRUCTURAL FRAMING IS AT ELEVATION +40.3' (+52.3' NAVD) EXCEPT AS NOTED ON PLAN. 3. DESIGN LOADS: LIVE LOAD: 20 PSF. DEAD LOAD: 20 PSF ALLOWANCE FOR INSULATION AND ROOFING MATERIAL AND SUSPENDED FINISHES. 4. MINIMUM CONCRETE COMPRESSIVE STRENGTH 28 DAYS: COLUMNS, SHEARWALLS, SLABS AND BEAMS: 5000 PSI 5. REINFORCING STEEL GRADE: 60 KSI. SUBMIT SHOP DRAWINGS FOR ALL REINFORCEMENT FOR REVIEW BY THE ENGINEER PRIOR TO FABRICATION OR PLACEMENT. 6. CONCRETE COVER TO REINFORCING STEEL: SLAB BARS: 1' AT TOP AND SIDES & 3/4' AT BOTTOM. BEAMS AND COLUMNS: 1 1/2' TO STIRRUPS AND TIES. 7. PROVIDE 48 HOURS MINIMUM NOTICE TO ENGINEER FOR REVIEW PRIOR TO ANY POUR OF STRUCTURAL CONCRETE. 8. APPROVAL MUST BE OBTAINED FROM ENGINEER FOR ALL OPENINGS OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS. 9. SUBMIT ROOF SLAB PLAN, SHOWING ALL MEP PENETRATIONS, FOR REVIEW BY THE ARCHITECT AND ENGINEER, A MINIMUM OF 7 DAYS BEFORE SCHEDULED SLAB POUR. 10. REFER ALSO TO GENERAL NOTES AND TYPICAL DETAILS ON DRAWING S5.1 & 5.2. 8' POURED IN PLACE SLABS W/ #5 @ 12' O/C TYPICAL T&B EACH WAY HIGH ROOF FRAMING PLAN l UNLESS NOTED OTHERWISE. —I —O LOW ROOF FRAMING PLAN 4L @ 48' O/C MAX IN GROUTED CELLS L NON -LOAD BEARING 8' CMU INFILL 7085 SOUTH TAMIAMI TRAIL, SARASOTA, FL 34231 PHONE (941) 929-1552 FAX (941) 929-1553 email: cad@stirlingwilbur.com Copyright ® 2018 Stirling 8 Wilbur Engineering Group E86482 PROJECT NAME CRISTELLE CAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY, FLORIDA 9 UNITS ISSUED FOR PERMIT 12-10-18 PROJECT NUMBER S2018-064 SIGN/SEAL a" No. ° iil7;:•.b�� BRIAN SMILING, PE 34,;MA%k' REVISIONS DRAWN BY RTR CHECKED BY BHS DATE 12-10-18 PLOT SCALE Y8'=1'-0' THIS DRAWING IS NOT TO BE SCALED. It-z.g;t�z�/ nnMISIO M 1T �T lX SHEET TITLE HIGH AND LOW ROOF FRAMING PLANS REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC \Stci\D1 8 W=1'-O' SHEET NUMBER 9,S1.5 SHEAR STUD RAIL SCHEDULE: * @ EXTERIOR STEP DOWNS f A-1� ................ B-1 C-1 A-2 B-2 C-2 a # OF STUDS TYPICAL W xt/a' THICK PLATE TYPE QA A-1 & A-2 Z J O U 8'-4' N U SW1 SW3 SW4 TYPE B-1 & B-2 SHEARWALL COLUMNS: (ALL 8'x24' W/ ALL #3 TIES @ 8" 0/C) VERTICALS WALL REINFORCING TYPICAL- #5 @ 16' O/C VERTICAL EACH FACE. #5 @ 8' O/C HORIZONTAL EACH FACE. COLUMN SCHEDULE _C1 12x24 80 VERTICALS #3 TIES @ 8 P-C C2A 8x24 10#7 VERTICALS #3 TIES @ 81, 0/C __,_ L8x24 8#7 VERTICALS #3 TIES @ 8' _0/C C2C 8x24 r M6 VERTICALS #3 TIES @ 8' O/C C3 Sx16 6#5 VERTICALS I_ #3 TIES @ 8' O/C VERTICALS 8" OR--11ES 12' 24' TYPEFCfl C-1 & C-2 STIRLING & I ENGINEERWC 7085 SOUTH TAMIAMI TRAIL, & PHONE (941) 929-1552 FA email: cad@stirlinc Copyright © 2018 Stirling & Wilbi E36482 PROJECT NAME CRISTELLE CAY CONDOMINIUM STATE ROAD A-1 NORTH HUTCHIN! ST. LUCIE COUNT 9 UNITS ISSUED FOR PERMIT PROJECT NUMBER S2018-064 SIGN/SEAL ?` No. SOa ST TE ''••,�SS�� 0 R BRIAN STI'Lsc" fl5�,Mt-. yq' REVISIONS NO. ITEM DRAWN BY NCI7yfl�l:f7 DATE PLOT SCALE THIS DRAWING IS NOT TO "VISI01 t1-"-v SHEET TITLE COLUMN & WA DETAILS REVIEWED K -;ODE COMPLIA ST. LUCIE COU ROCC SHEET NUMBER 9.S PILECAP DOWELS—-=+ 1 I I I I I I I I z I I I I I I i II B.O. PILECAP =1 I I-1 I I-1 11 IIII • I I I I II=1 I I- 4#6 I I JEJ =IIII'. •.°a� A•, I� `a' 8' P.T. SLAB, 1 1#8 - I - SEE PLAN IIII II •a'• •' . < I - -IIII o #3 TIES @ 12' O/C MAX — • i l lI • I=1 #4 NOSING BAR •;' III IIIII • Y4' CLEAR 311 CLR 8' CONCRETE WALL • •° IIII IIII -IIII ° •" 6' MINIMUM CONCRETE STAIR SLAB ;' IIII •<• I I � II ,.•� ' , =1 - 14'0 #4 @ 12' O/C III —T #5 @ 12' O/C I III= .' '.a I a O Vl • --Y4' CLEAR # <'� ^ I W pXl ••,a LII II N � 1 lil CLR l�`�' IIII •• �. • I II o II •..• Yi CLEAR -III � • ' I=� J 1I- 8' CONCRETE SLAB W/ a #5 T&B EACH WAY TYPICAL STAIR REINFORCING IIII . ' <`• ' < II I I� 14'0 AUGER —CAST PILE DETAIL Z =� BOTTOM ELEVATION DETERMINED Y4'=1'-0' BY REFUSAL/CAPACITY. 30•�� T.O. GRADIE • i�q VARIES ° • o 6' (MIN) CONCRETE STAIR SLAB V2' EXPANSION JOINT, BOTH SIDES IIII #5 VERTICALS IN GROUTED CELL 1#5 VERTICAL @ 48' O/C MAX IN T.O. • 4' SLAB -ON -GRADE OF VER11CAL NON -LOAD BEARING, GROUTED CELLS OF VERTICAL NON- 01-0-01 14, "• I II BREAKAWAY 8' CMU WALL - SEE PLAN FOR SPACING LOAD BEARING 8' CMU INFILL WALLS I III-11 IIII III-111-I I II III ,III III=11 I-1 I I,_ • II �I / �I 'a I I 4' CONCRETE SLAB -ON -GRADE 4' CONCRETE SLAB -ON -GRADE 8' CONCRETE WALL W/ I- III #5 @ 12' O/C VERTICAL AND III T.O. SLAB T.O. SLAB HORIZONTAL o'-o..._ -- I I °' •• •� _ III .' IIII °• , ..6 — — I.I-1I 11 I_ -- —I I IJ I I —III — =III—III—IIII .a I I III III=III—III I. I a= IIII Fill —I d I I- �— T== 11= III— _IIII—= IIIIII,.. T.O. PILE cAP III „III -III -III, IITElI I II=1'' II -III— I_II—III TS1 -4'-9' F1 S 3.1 3r4'=1'-0' S 3.1 3r4°=1'-0° S 3.1 3r4"=1'-0• PILECAP ' STIRLING & WILBUR ENGINEERING GROUP `,I�� (h,, 7085 SOUTH TAMIAMI TRAIL, SARASOTA, FL 34231 PHONE (941) 929-1552 FAX (941) 929-1553 email: cad@stirlingwilbur.com Copyright ® 2018 Stirling & Wilbur Engineering Group E86482 PROJECT NAME CRISTELLE CAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY, FLORIDA 9 UNITS ISSUED FOR PERMIT 12-10-18 PROJECT NUMBER S2018-064 REVISIONS NO. ITEM DATE DRAWN BY RTR CHECKED BY BHS DATE 12-10-18 PLOT SCALE Ye'=1'-0' THIS DRAWING IS NOT TO BE SCALED. 0 -Zri - v REVISION SHEET TITLE SECTIONS REVIEVVIEU FOB. CODE COMPLIANCE ST. LUCIE COUNTY BOC;C SHEET NUMBER 933.1 STIRLING & WILBUR ENGINEERING GROUP .a 8' INFILL BLOCK W/ 1#5 VERTICAL 8' BLOCK WALL BEYOND 8' BLOCK WALL BEYOND 8- INFILL BLOCK W/ 1#5 IN GROUTED CELLS- SEE PLAN IN GROUTED ELLS SEE PLANCAL 1#5 HORIZONTAL IN 3000 PSI GROUT 1#5 HORIZONTAL IN 3000 PSI GROUT FILLED 8' CMU K.O. COURSE P FILLED 8' CMU K.O. COURSE 30' LAP 30' LAP 8" INFILL BLOCK 8' THICK POST TENSIONED 4' SIDEWALK 8' THICK POST TENSIONED BY OTHERS SLAB 8' THICK POST TENSIONED 8" THICK POST TENSIONED 4' SIDEWALK T.O.S. SLAB SLAB L SEE PLAN - - SEE PLAN SEE PLAN PO - BY OTHERS TO T05.� a. a � SEE ___ ..-.... ..... 6_ a 41 BREAKAWAY CLIP L. III —��—�- BREAKAWAY CLIP L� I --.I / I B' BLOCK WALL BEYOND BEYOND III= #5 VERTICALS IN GROUTED CELLS 8" BLOCK WALL BE�% #5 VERTICALS IN GROUTED CELLS I�_ OF BREAKAWAY WALL- SEE PLAN OF BREAKAWAY WALL- SEE PLAN /I-ii-� IIILL Effl T1 T2 T3 rT4�� 4'4'=1'-0° S3.2 3/4u=1 -0^ 53.2 �a"=1'-0• 8' INFILL BLOCK W/ 1#5 VERTICAL �j IN GROUTED CELLS- SEE PLAN B' BLOCK WALL BEYOND 30' LAP i 8` THICK POST TENSIONED 8" THICK POST TENSIONED SLAB �4'' SLOPE %'/FT T.O.S. �a SLAB 4a" - --- SEE PLAN - -- - - - -. SEE PLA 134" T O.S. SLOPE YB"/FT. BREAKAWAY CLIP 7Y4' 6Y4' BREAKAWAY CLIP 7Ya' 6Y4" Pf (2)—t/4'Ox1Ya` `AGGRE—GATOR' FASTENERS #5 VERTICALS IN GROUTED CELLS / #5 VERTICALS IN GROUTED CELLS °SLAB' OF BREAKAWAY WALL— SEE PLAN n OF BREAKAWAY WALL— SEE PLAN a an i L3x3zY4' SSx4' LONG @ 48` O/C a a zt (2)—Y4"0x1Y4" 'AGGRE—GATOR` FASTENERS BREAKAWAY WALL T5 T6 53.2 3r4°=1'-0� 53.2 3r4'=1'-0° � TYPICAL BREAKAWAY CLIP JJ _i 8" INFILL BLOCK W/ 1#5 VERTICAL 8" INFILL BLOCK W/ 1#5 VERTICAL IN GROUTED CELLS- SEE PLAN IN GROUTED CELLS- SEE PLAN 30' LAP i 30" LAP 8' BLOCK WALL BEYOND SLAB THICK POST TENSIONED 8' THICK POST TENSIONED / 8" THICK POST TENSIONED T.O.S. 4a' SLOPE YB"/FT.LAB4a` TYPICAL SLAB 4a SEE PLAN SEE PLANSEE PLAN- — - -- -- — -- — 13q T.O.S.TOS� Tp SLOPE >6°/FT a " 1, I� 2#5 CONTIN. TYPICAL 4'4 SLEEVE 7Y4` 6%s' 8' BLOCK INFILL WALL 8' INFILL BLOCK W/ 1#5 VERTICAL PCL IN GROUTED CELLS- SEE PLAN /-' 8" BLOCK INFILL WALL BEYOND T7 S3.2 3/4'=1'-o' S3.2 3i4'=1'-0 S3.2 3r4 =1 -o^ 7085 SOUTH TAMIAMI TRAIL, SARASOTA, FL 34231 PHONE (941) 929-1552 FAX (941) 929-1553 email: cad(g?stirlingwilbur.com Copyright ® 2018 Stirling & Wilbur Engineering Group EB6482 PROJECT NAME CRISTELLE CAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY, FLORIDA 9 UNITS ISSUED FOR PERMIT PROJECT NUMBER S2018-064 SIGN/SEAL /D -'%o. yl STATE OF BRIAN STIRUNIX,'VV34927 REVISIONS 12-10-18 NO. ITEM DATE )RAWN BY RTR ;NECKED BY =1 )ATE 12-10-18 'LOT SCALE T'4'=1'-0" THIS DRAWING IS NOT TO BE SCALED. I(- Lot -Zr REVISION HEET TITLE SECTIONS REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC HEET NUMBER 9.S3.2 3"TIRLING & WILBUR ENGINEERING GROUP T.O.S. SEE PLAN Qb Y/4'=1--O' S1 T.O.S. SEE PLAN T12 S3.3 3/4'=1--O' 8' BLOCK WALL BEYOND 1#5 HORIZONTAL IN 3000 PSI GROUT FILLED 8' CMU K.O. COURSE 8" BLOCK INFILL WALL 8` THICK POST TENSIONED j SLAB j 3/4 SLOPE V8`/FT. T.O.S. _ SEE PLAN T13 S3.3 3/41=11-0° (! 7 Y4' -8' BLOCK INFILL WALL 8' BLOCK WALL BEYOND 7085 SOUTH TAMIAMI TRAIL, SARASOTA, FL 34231 SHONE (941) 929-1552 FAX (941) 929-1553 email: cad@stirlingwilbur.com 7opyright Q 2018 Stirling & Wilbur Engineering Group E86482 'ROJECT NAME ;RISTELLE CAY CONDOMINIUM STATE ROAD A-1-A gORTH HUTCHINSON ISLAND 3T. LUCIE COUNTY, FLORIDA UNITS ISSUED FOR PERMIT PROJECT NUMBER S2018-064 12-10-18 BRIAN S7101 flAWI REVISIONS NO. ITEM DATE DRAWN BY RTR CHECKED BY DATE BHS 12-10-18 PLOT SCALE 34'=Y-W THIS DRAWING IS NOT TO BE SCALED. ( (-Zq -2.1 "VISION SHEET TITLE SECTIONS REVIEWED FOR CODE COMPLIANCE ST, LUCIInE��COUNTY Door, SHEET NUMBER 933.3 -3 GENERAL NOTES REINFORCED CONCRETE NOTES MASONRY NOTES WOOD FRAMING NOTES DESIGN - 2016127 / GNOTES - WOOD 1. THE STRUCTURE DESCRIBED P1/THE STRU TURAL DRAWINGS HAS BEEN i. CONCRETE MATERIALS, MIXING, PREPARATION, TRANSPORTATION, THE FOLLOWING NOTES INDICATE ONLY THE MINIMUM REQUIREMENTS APPLICABLE DESIGNED TO COMPLY WITH HE 2017 FL IDA BUILDING CODE. HANDLING, CURING, FORMWORK, HOT AND COLD WEATHER PROCEDURES TO MASONRY CONSTRUCTION. ALSO SEE THE ARCHITECTURAL DRAWINGS AND 1. CONNECTIONS, MATERIALS AND WORKMANSHIP SHALL CONFORM TO THE 2014 FLORIDA BUILDING REFER TO THE NOTES UNDE E PLAN FOR THE DESIGN SHALL ALL CONFORM TO BUILDING CODE REQUIREMENTS FOR SPECIFICATIONS FOR REQUIREMENTS FOR MASONRY OTHER THAN STRUCTURAL, CODE, CHAPTER 23: WOOD CONSTRUCTION, AND TO THE TiMBER CONSTRUCTION MANUAL BY THE DEAD LOADS. REINFORCED CONCRETE ACI 318 (LATEST EDITION). AMERICAN INSTITUTE OF TIMBER CONSTRUCTION. a 2. ALL SHORING/RESHORING SHALL BE DESIGNED BY A PROFESSIONAL 1. MASONRY CONSTRUCTION SHALL CONFORM TO FLORIDA BUILDING CODE, 2. NOTIFY ENGINEER OF RECORD AND ARCHITECT IF EXISTING CONDITIONS DEVIATE FROM THE ENGINEER REGISTERED IN THE STATE OF FLORIDA, SUBMIT LATEST EDITION UNLESS OTHERWISE NOTED. DETAILS SHOWN ON THE DRAWINGS. GENERAL REFER ALSO TO NOTES UNDER THE PLANS AND SCHEDULES ON THE FLORIDA P.E. SIGNED AND SEALED FORMWORK, SHORING AND 2. CONCRETE BLOCKS AND CONCRETE BRICKS SHALL CONFORM TO ASTM C90 3. WOOD FRAMING MATERIALS: 1. STRUCTURAL DRAWINGS. FOR TYPICAL DETAILS, SEE STRUCTURAL RESHORING DRAWINGS FOR ALL FRAMED AND ELEVATED CONCRETE A AND ASTM C145, RESPECTIVELY. CONVENTIONAL FRAMING LUMBER: #2 SO. PINE, OR BETTER, UNLESS NOTED. STRUCTURAL ALL CODES, MANUAL, STANDARDS AND SPECIFICATIONS MINIMUM OF ONE WEEK PRIOR TO POURING OF ANY CONCRETE BEAMS, 3. MASONRY WALLS SHALL BE CONSTRUCTED USING MODULAR UNITS AS PLYWOOD SHEATHING: DRAWINREFERRED TO SHALL S, THE LATEST EDITIONS INCLUDING ALL SLABS, ETC... THE SHORING ENGINEER SHALL INFORM HIMSELF SHOWN ON THE ARCHITECTURAL DRAWINGS AND UNLESS A HIGHER MATERIAL: APA SPAN RATED SHEATHING; EXPOSURE 1; THICKNESS AS NOTED ON REVISIONS AND ADDENDA. OF CURRENT SITE CONDITIONS, INCLUDING THE PROPOSED STRENGTH IS NOTED ON THE DRAWINGS OR SPECIFICATION, HOLLOW DRAWINGS 2. ALL DIMENSIONS OTHER THAN PURELY STRUCTURAL DIMENSIONS CONSTRUCTION SCHEDULE, THE IMPOSED CONSTRUCTION LOADS (AS UNITS SHALL HAVE A MINIMUM F'M OF 1500 PSI AND SOLID UNITS NAILING: AS NOTED ON DRAWINGS. SHOWN ON THE STRUCTURAL DRAWINGS MUST CHECKED AGAINST NOTED ON THESE DOCUMENTS), THE TYPE AND CONDITION OF SHALL HAVE A MINIMUM F'M OF 1800 PSI. 4. ALL CONNECTORS, FASTENERS AND ANCHORS SPECIFIED ON THE DRAWINGS ARE PRODUCTS OF THE ARCHITECTURAL DRAWINGS AND ANY INCONSISTENCIES SHORING/RESHORING EQUIPMENT, AS WELL AS SOIL AND WEATHER 4. MASONRY MORTAR SHALL CONFORM TO ASTM C270, UNLESS OTHERWISE SIMPSON-STRONGTIE, UNLESS NOTED. EQUIVALENT ALTERNATE PRODUCTS ARE ACCEPTABLE REPORTED IN WRITING TO THE ARCHITECT AND ENGINEER OF CONDITIONS. FORMWORK MAY NOT BE REMOVED AT ANY TIME PRIOR INDICATED ON THE STRUCTURAL DRAWINGS, ARCHITECTURAL SUBJECT TO REVIEW AND APPROVAL BY THE ENGINEER. RECORD PRIOR TO PROCEEDING WITH THE WORK. STRUCTURAL TO THE CONCRETE IN QUES11ONS REACHING A "PROVEN" DRAWINGS, THE SPECIFICATIONS OR AS RECOMMENDED BY 5. WHERE CONNECTIONS HAVE NOT BEEN DETAILED ON PLAN, PROVIDE ALL FRAMING ANCHORS DRAWINGS MUST NOT SCALED. COMPRESSIVE STRENGTH OF 75% OF THE SPECIFIED 28 DAY MANUFACTURER, MORTAR SHALL BE TYPE S MORTAR. AND CONNECTORS AS REQUIRED TO TRANSFER THE DESIGN LOADS AS SHOWN. UNLESS NOTED 3. OPENINGS, TRENCHES, PITS, EQUIPMENT BASES AND MECHANICAL CONCRETE STRENGTH. THE DRAWINGS TO BE SUBMITTED SHALL 5. MASONRY GROUT SHALL COMPLY WiTH THE FINE GROUT REQUIREMENTS OTHERWISE THE CONNEC1ONS SHALL BE DETAILED TO DEVELOP THE FULL CAPACITY OF THE EQUIPMENT, WHERE SHOWN ON THE STRUCTURAL DRAWINGS ARE INCLUDE SPECIFIC PROVISIONS FOR ADEQUATE MUDSILLS AND OF ASTM C476. THE SLUMP SHALL BE 7"t1" AND THE MINIMUM CONNECTED MEMBERS. ONLY APPROXIMATELY AS TO SIZE AND LOCATION. LATERAL BRACING. THE ENGINEER RESPONSIBLE FOR THE DESIGN COMPRESSIVE STRENGTH SHALL BE 3000 PSI AT 28 DAYS. 6. PRESERVATIVE TREATED WOOD: ALL EXPOSED EXTERIOR WOOD, ALL WOOD IN CONTACT WITH INDICATED REFER ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS OF SHORING/RESHORING SHALL ACCEPT RESPONSIBILITY FOR 6. BEAMS, LINTELS OR BASE PLATES BEARING ON MASONRY WALLS SHALL MASONRY OR CONCRETE, AND WHERE NOTED (P.T,) ON PLANS, SHALL BE PRESERVATIVE FOR LOCATIONCHITES OF EQUIPMENT, OPENINGS, PITS, TRENCHES, INSPECTION OF THE SHORING/RESHORING INSTALLATION EITHER HAVE A MINIMUM BEARING OF 8" UNLESS OTHERWISE NOTED, BEARING TREATED IN ACCORDANCE WITH AWPA STANDARD U1. PROVIDE PRESERVATIVE AT RETENTION BASES, SUMPS, SLEEVES, DEPRESSIONS, GROOVES AND CHAMFERS PERSONALLY OR BY HIS QUALIFIED AGENT. REPORTS OF SUCH SHALL BE ON SOLID BLOCK LAID IN CEMENT MORTAR. ALL JOINTS LEVELS APPROPRIATE FOR THE PRESERVATIVE PRODUCT USED, PER AWPA USE CATEGORIES AS NOT INDICATED ON THE STRUCTURAL DRAWINGS. INSPECTIONS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD ARE TO BE FULLY FILLED WITH MORTAR. THIS SHALL BE DONE FOR FOLLOWS: 4. UNLESS SPECIFICALLY NOSED OTHERWISE WI THE STRUCTURAL AND THE ENFORCING AGENCY UPON REQUEST. PROVIDE SLAB AND A MINIMUM LENGTH EQUAL TO TWICE THE LENGTH OF BEARING, I.E.- USE CATEGORY UC38: EXPOSED, ABOVE GROUND. DRAWINGS, CI PROVISION HAS BEEN MADE IN THE DESIGN FOR BEAM FORMS WITH AN UPWARD CAMBER OF 1/4" PER 10'-0" OF 16" SYMMETRICAL ABOUT CENTER OF BEARING AND A DEPTH EQUAL TO USE CATEGORY UC4A: EXPOSED, IN CONTACT WITH GROUND, CONCRETE, AND FRESH WATER. CONDITIONS OCCURRING DURING CONSTRUCTION. THE CONTRACTOR SPAN, AND UPLIFT ENDS OF CANTILEVER BEAM OR SLAB FORMS 1/4" THE LENGTH OF BEARING (MINIMUM 8"). IF HOLLOW BLOCKS ARE TREAT FIELD CUTS AND HOLES WITH PRESERVATIVE SEALER. IS TO PROVIDE ALL NECESSARY BRACINGS AND SHORING REQUIRED PER 8'-0" OF CANTILEVER LENGTH. USED, THE VOIDS SHALL BE FILLED WITH TYPE S MORTAR. ALL HARDWARE AND FASTENERS IN CONTACT WITH TREATED LUMBER SHALL BE CORROSION FOR STRESSES AND INSTABILITY OCCURRING FROM ANY CAUSE 3. REINFORCING STEEL, UNLESS SPECIFICALLY NOTED OTHERWISE 7. AT THE TOP OF LOAD BEARING MASONRY WALLS PROVIDE A "KNOCK- RESISTANT: DURING CONSTRUCTION. THE CONTRACTOR SHALL ACCEPT FULL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615, WITH A OUT' COURSE FILLED SOLID WITH 3000 PSI (AT 28 DAYS) CONCRETE, HOT -DIP GALVANIZED FOR PROTECTED EXPOSURE RESPONSIBILITY FOR ALL SUCH MEASURES. MINIMUM YIELD STRESS OF 60,000 PSI. REINFORCING SHALL BE SEE PLANS AND SECTIONS FOR FULL DETAILS. STAINLESS STEEL FOR POTENTIALLY WET EXPOSURE 5. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE SO DETAILED, BENT, PLACED AND SUPPORTED AS TO CONFORM TO 8. UNLESS OTHERWISE SHOWN ON THE DRAWINGS OR SPECIFICATIONS, 7. FASTEN BUILT-UP WOOD JOIST, BEAM AND STUD SECTIONS TOGETHER WITH MINIMUM OF 2 ROWS ALL NECESSARY BRACINGS, RESPONSIBILITY SHEET PILING OTHER THE MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED PROVIDE GALVANIZED CONTINUOUS "LADDER TYPE" REINFORCEMENT OF 12D NAILS, PER PLY, AT 12"ON CENTER UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. TEMPORARY SUPPORTS TO SAFEGUARD ALL EXISTING OR ADJACENT CONCRETE STRUCTURES ACI 315 (LATEST EDITION), UNLESS WITH #9 SIDE AND CROSS RODS IN WIDTH 2" LESS THAN WALL STRUCTURES AFFECTED BY THIS WORK. OTHERWISE NOTED. MINIMUM LAP FOR CONTINUOUS REINFORCING THICKNESS. PROVIDE ALL PREFABRICATED CORNERS AND TEE BARS TO BE 30 DIAMETERS OR 12" UNLESS NOTED. SECTIONS. UNLESS OTHERWISE SHOWN OR SPECIFIED, REINFORCE PRE -FABRICATED WOOD TRUSS NOTES FOUNDATIONS 4. STRUCTURAL CONCRETE SHALL BE POURED WITHIN THE FOLLOWING ALL MASONRY IN EVERY 2ND BLOCK COURSE. PROVIDE ADDITIONAL 2016127 / GNOTES -WOOD TRUSSES 1. REFER TO NOTES UNDER FOUNDATION PLANS. TOLERANCES: REINFORCEMENT ABOVE AND BELOW OPENINGS FOR A MINIMUM OF 2'- 0" EACH SIDE OF ALL OPENINGS. 1. TRUSSES, BRACING, BRIDGING AND TRUSS -TO -TRUSS CONNECTORS SHALL 2. THE LINE OF SLOPE BETWEEN ADJACENT EXCAVATIONS FOR FOOTINGS VARIATION FROM PLUMB: S GI DESIGNED N OR ALONG STEPPED FOOTINGS SHALL NOT EXCEED A RISE OF 7 IN A 9. IN HOLLOW MASONRY UNIT CONSTRUCTION (EXTERIOR ONLY) EACH UNIT THE TRUSS MANUFACTURER TO SAFELY SUPPORT THE DESIGN LOADS GIVEN ON PLANS AND IN IN 10'-0'................................. 1/4 CELL SHALL BE REINFORCED WITH AT LEAST i #5 BAR AT ALL GENERAL NOTES, ABOVE. RUN OF 10. MAXIMUM DEPTH OF ANY STEPPED FOOTING SHALL BE VARIATION FROM LEVEL IN TOPS OF FLOOR SLABS, CEILINGS AND CORNERS, ADJACENT TO OPENINGS OR AT 8'-0" ON CENTER MAXIMUM. TOTAL DEAD LOAD + LIVE LOAD = 55 PSF, MINIMUM, FOR ROOF TRUSSES: 2'-0". BEAM SOFFITS: SUCH CELLS SHALL BE POURED SOLID AND TAMPED WITH 3000 PSI (AT TOP CHORD: DL = 20 PSF; LL = 20 PSF 3: CAP DEPTHS AND FOOTING TIN ELEVATIONS SHOWN ON THE STRUCTURAL IN 10-0................................. 1/8" 28 DAYS) CONCRETE. THE REINFORCEMENT STRENGTH SHALL BE BOTTOM CHORD: DL = 5 PSF; LL = 10 PSF DRAWINGS ARE BASED UPON INFORMATION AVAILABLE AT THE TIME FOR EXPOSED LINTELS, SILLS, PARAPETS, HORIZONTAL GROOVES, 60,000 PSI. THE ABOVE REINFORCEMENT SHALL BE A MINIMUM. WIND LOAD SHALL BE CALCULATED IN ACCORDANCE WITH THE 2014 FBC / ASCE 7-10. (REFER TO OF PREPARATION OF THE DESIGN. IF ACTUAL JOBSITE OR SOIL AND OTHER CONSPICUOUS LINES: REFER TO PLANS AND SECTIONS FOR SPECIFIC REQUIREMENTS (IF CONDITIONS VARY GENERAL NOTES I R FROM THOSE ASSUMED, THEN WRITTEN DIRECTIONS IN ANY BAY ................................ 1/4" GREATER THAN MINIMUM REQUIREMENTS) FOR BAR SIZE, SPACING AND E ON THIS SHEET FOR WIND LOAD DESIGN CRITERIA) TOTAL DEAD LOAD SHALL MUST BE OBTAINED FROM THE ENGINEER OF RECORD BEFORE VARIATION OF THE LINEAR BUILDING LINES FROM THE ESTABLISHED ANCHORAGE. NOT EXCEED C PSF FOR CALCULATION EXCEED OF NET WIND UPLIFT FORCES AND REACTIONS, PROCEEDING WITH THE WORK. POSITION IN PLAN AND RELATED POSITION OF COLUMNS, WALLS AND 10. UNLESS OTHERWISE SHOWN OR SPECIFIED, PROVIDE STANDARD 90' LIVE LOAD DEFLECTION SHALL NOT EXCEED SPAN / 360. 4. KEEP EXCAVATIONS CONTINUALLY DRY BEFORE CONCRETE IS POURED, PARTITIONS: HOOK AT TOP OF EACH VERTICAL REINFORCING BARIN ANY BAY OF 20'-0" MAXIMUM .............. 1/4' DIRECTION OF HOOK INTO SLAB OR BEAM. , ALTERNATE 2. THE STRUCTURE HAS BEEN DESIGNED BASED ON THE TRUSS LAYOUT SHOWN ON THE IF THE SOIL IS SOFTENED BY WATER, THE EXCAVATION SHALL BE STRUCTURAL DRAWINGS. ANY DEVIATIONS FROM THAT LAYOUT SHALL BE BROUGHT TO THE EXTENDED BELOW THE SOFTENED MATERIAL AND THE BOTTOM OF THE IN ANY BAY GREATER THAN 40'-0.. .... ........ 1/2" 11. UNLESS OTHERWISE SHOWN OR SPECIFIED, PROVIDE STANDARD 24 GAGE ATTENTION OF THE ENGINEER -OF -RECORD FOR REVIEW AND SHALL BE CLEARLY FLAGGED ON FOOTING LOWERED TO SUIT. VARIATION IN SIZE OF WALL AND FLOOR OPENINGS: ,. +1/2"-0" GALVANIZED STEEL TIES AND/OR ANCHORS AT 16" O/C VERTICALLY THE 3. SUBMIT SOP DRAWINGS. HOP DRAWINGS FOR REVIEW BY THE ENGINEER OF RECORD PRIOR TO FABRICATION VARIATION IN CROSS -SECTIONAL DIMENSIONS: WHERE BLOCK ABUTS OR FACES CONCRETE. BACKFILLING AND COMPACTION OR ERECTION OF WOOD TRUSSES. AS A MINIMUM, SHOP DRAWINGS SHALL INDICATE COLUMNS AND BEAMS .................... +1/2"-1�4' 12. EXPANSION AND CONTROL JOINTS IN MASONRY WALL SHALL BE 1, SLABS ON EARTH AND ALL STRUCTURAL ELEMENTS FRAMING INTO SLABS AND WALLS + i/4"-0' PROVIDED AS REQUIRED BY ARCHITECT. SEE ARCHITECTURAL REQUIREMENTS FOR BEARING, LATERAL BRACING AND ANCHORAGE. INDICATE SIZE, SPECIES WALLS WHICH RETAIN EARTH MUST BE IN PLACE BEFORE VARIATION IN FOOTINGS AND PILE CAPS: DRAWINGS FOR DETAILS. AND STRESS GRADE OF LUMBER; AND, LOCATION, SIZE AND TYPE OF CONNECTORS. SHOW SPAN, BACKFILLING. PLAN DIMENSIONS ...................... +2"-1/2" PITCH, CONFIGURATION AND SPACING OF EACH TRUSS TYPE. SHOP DRAWINGS SHALL BEAR THE 2. AT GRADE WALL CONDITIONS; UNLESS THE WALL IS ADEQUATELY THICKNESS ................................ -0" SIGNATURE AND SEAL OF THE FLORIDA-REGISTERED PROFESSIONAL ENGINEER RESPONSIBLE . SHORED, BACKFILL AND COMPACT EACH SIDE OF THE WALL FOR THE DESIGN OF THE TRUSSES. VARIATION IN STEPS: SIMULTANEOUSLY. RISE ................................. +/- 1/8" 4. BRACE TRUSS CHORD AND WEB MEMBERS IN ACCORDANCE WITH THE TRUSS SHOP DRAWINGS, 3. UNDER SLABS ON GRADE, REMOVE SOFT SPOTS AND FOREIGN MATTER NOTE THAT ADDITIONAL BRACING IS REQUIRED AT TRUSS BOTTOM CHORDS WHERE A RIGID TREAD .......................I..... +/- 1/4„ IN THE SUB GRADE (WHERE SUB GRADE CONSISTS OF COMPACTED CEILING DIAPHRAGM IS NOT ATTACHED DIRECTLY TO THE TRUSSES. FILL, REFER TO SPECIFIC NOTES ON THE STRUCTURAL DRAWINGS). 5, MINIMUM COMPRESSIVE STRENGTHS FOR CONCRETE AT 28 DAYS SHALL 5. DO NOT CUT, NOTCH OR DRILL TRUSS MEMBERS WITHOUT WRITTEN APPROVAL OF THE TRUSS 4. BACKFILL FOR SLAB ON GRADE, FOOTING EXCAVATIONS AND BE AS NOTED ON THE STRUCTURAL DRAWINGS. SLUMPS SHALL BE DESIGN ENGINEER. TRENCHES ONLY WITH APPROVED MATERIAL. CONSISTENT AT 4" +/- 1" UNLESS NOTED OTHERWISE. GREATER 6. REMOVE AND REPLACE DAMAGED TRUSSES. REPAIR DAMAGED TRUSSES ONLY WITH THE 5, UNLESS SPECIFICALLY NOTED OTHERWISE, BACKFILLING SHALL BE SLUMPS ARE NOT ACCEPTABLE. FOR "READY MIX" CONCRETE, THE WRITTEN APPROVAL AND DIRECTION OF THE TRUSS DESIGN ENGINEER. SUBMIT COPIES OF CARRIED OUT IN MAXIMUM 8" HIGH LIFTS OF LOOSE FILL AND MAXIMUM TIME PERMITTED BETWEEN ADDING MIX WATER AND SUCH APPROVAL TO THE ENGINEER -OF -RECORD FOR REVIEW BEFORE PROCEEDING. COMPACTED TO A MINIMUM OF 98% STANDARD PROCTOR DRY DENSITY. DEPOSITING CONCRETE IN FORMS IS 90 MINUTES. GREATER TIME 7. CONNECT ROOF TRUSSES TO SUPPORTING FRAMING WITH APPROVED HURRICANE ANCHORS IN 6. UNLESS NOTED OTHERWISE, PROVIDE UNDER SLABS ON GRADE A 6 SPANS ARE NOT ACCEPTABLE. PROVIDE AN APPROVED WATER- ACCORDANCE WITH THE FOLLOWING: MIL POLYETHYLENE VAPOR BARRIER WITH A MINIMUM OF 6" TAPED REDUCING ADMIXTURE IN ALL CONCRETE, CONFORMING TO ASTM TRUSS TO TRUSS CONNECTORS SHALL BE DESIGNED BY THE TRUSS MANUFACTURER. LAPS, ON A MINIMUM OF 6' OF COMPACTED GRANULAR MATERIAL. C260. ADMIXTURES SHALL CONFORM TO ASTM C494, AND BE USED EACH TRUSS SHALL BE ANCHORED TO SUPPORTING STRUCTURAL FRAMING IN ACCORDANCE COMPACTION TO ACHIEVE A MINIMUM OF 98% STANDARD PROCTOR DRY IN STRICT ACCORDANCE WITH THE MANUFACTURER'S DIRECTIONS. WITH THE TRUSS ANCHORAGE SCHEDULE AND /OR DETAILS PROVIDED ON THE STRUCTURAL DENSITY. 6, UNLESS NOTED OTHERWISE, REINFORCING IN CONCRETE WALLS IS DRAWINGS. THE ANCHOR DESIGN IS BASED UPON THE TRUSS LAYOUT SHOWN ON THE BASED UPON VERTICAL CONSTRUCTION JOINTS AT A MAXIMUM STRUCTURAL DRAWINGS. NOTIFY THE ENGINEER OF RECORD OF ANY DISCREPANCIES. SHOP DRAWINGS SPACING OF 30'-0". THE LOCATIONSOF ALL CONSTRUCTION JOINTS i. FOR ALL WORK, COPIES OF SHOP DRAWINGS AS DIRECTED WITHIN IN WALL AND SLABS, NOT SHOWN ON THE DRAWINGS, SHALL BE ,; THE STRUCTURAL DOCUMENTS SHOWING COMPLETE INFORMATION FOR APPROVED BY THE ENGINEER BEFORE CONSTRUCTION. GENERALLY, �I PILE THE FABRICATION AND ERECTION OF THE COMPLETE STRUCTURE JOINTS IN SLABS WALL BE AT RIGHT ANGLES TO THE SPANS AND BE 1 -3° 2 -O' SHALL BE SUBMITTED FOR REVIEW BY THE ENGINEER OF RECORD. CLEAR OF SUPPORTS AND POINT LOADS. THE REVIEW SHALL NOT RELIEVE THE CONTRACTOR OF THE 7. INSERTS, FRAME -OUTS, SLEEVES, BRACKETS, CONDUITS AND RESPONSIBILITY OF FORESEEING THAT THE WORK IS COMPLETE w I COL. ABOVE & PILE CAP 2� 6" o as c.T M -J W ;0 L SCL 14'0 PILE CAP 2'-6' DEEP 1 PILE CAP CAP PILE ALL SHOP DRAWINGS SUBMITTED FOR REVIEW BY THE ENGINEER OF FASTENING DEVICES SHALL BE INSTALLED AS REQUIRED BY THE CL ACCURATE AND IN CONFORMITY WITH RE STRUCTURAL DRAWINGS. 1 STRENGTH OF THE SYSTEM, BE SO INSTALLED THAT THEY WILL NOT / 1 / DRAWINGS IN A MANNER THAT WILL NOT IMPAIR THE STRUCTURAL " RECORD MUST HAVE BEEN PREVIOUSLY REVIEWED BY THE III z o REQUIRE THE CUTTING, BENDING OR DISPLACEMENT OF THE ;, °' CONTRACTOR AND SHALL CONTAIN THE CONTRACTOR'S "SHOP DRAWING REINFORCING OTHER THAN AS SHOWN ON THE TYPICAL DETAILS. wME MCL 1 REVIEW STAMP" ON EACH SHEET AS WELL AS A SIGNATURE AND A ELECTRICAL CONDUIT SHALL NOT BE PLACED BELOW THE BOTTOM OR ", III o n U N00 DATE REVIEWED. ABOVE THE TOP REINFORCING, SHALL NOT PASS THROUGH A ;; r, V' «+- COLUMN, SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN 1/3 a #8@8" BL THE SLAB THICKNESS OR WALL OR BEAM IN WHICH IT IS EMBEDDED, I; ¢ 1n o SHALL NOT BE SPACED CLOSER THAN 3 DIAMETERS ON CENTER, ill J o J N UNLESS APPROVED, AND HAVE A MINIMUM CONCRETE COVER OF 1". 1` OPENINGS AND DRIVEN FASTENERS REQUIRED IN THE CONCRETE-- - AFTER THE CONCRETE IS PLACED SHALL BE APPROVED BY THE ENGINEER BEFORE PROCEEDING. STOP POUR 8. REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICATIONS FOR 1V2' BELOW REQUIRED FINISH TO EXPOSED CONCRETE. ALL HONEY -COMBING COURSE SHALL BE CUT OUT AND FILLED IN AN APPROVED MANNER. HOLES LINE FOR FORM SEPARATORS SHALL BE FILLED. FLOOR FINISHES SHALL 4 PILE CAP BE AS REQUIRED BY THE ARCHITECTURAL DRAWINGS AND SHALL NORMAL REINFORCING HER CONFORM TO ACI 302. o SIDE DISPLOF OPENINGACED TO . 9. MAXIMUM WATER TO CEMENT RATIO'S SHALL BE AS FOLLOWS: OPENING UP 1-114 TOP & BOTTOM 3000 PSI = .46 AIR ENTRAINED U TO 18'x18' x 3'-0' LONGER ADDED REINFORCING .58 NON -AIR ENTRAINED = THAN OENING. (SEE NOTES BELOW) 4000 PSI = .35 AIR ENTRAINED c� .44 NON -AIR ENTRAINED = 5000 PSI = .35 AIR ENTRAINED = / CONCRETE SHALL BE CONSIDERED AIR ENTRAINED IF AIR CONTENT 1-#4 x 3'-s LONG I� IS 4% OR GREATER. CL w / ` IN MIDDLE OF sLAB a LAP STEEL 18' UNLESS OTHERWISE NOTED. HOLD CONSTRUCTION JOINT FOR CELL FILL DOWN 2' FROM TOP OF SLAB. Q, a 4" 0 SLEEVE THRU SLAB POURED SLAB @ 4'-0' O/C U.O.N. [OTHERWISE MIN. 1-#5 TOP & BOTTOM AT SLAB EDGE. #5 VERT. IN FILLED CELL @ 4'-0' O/C, WALL ENDS, CORNERS AND SIDES OF OPENINGS UNLESS NOTED. TYPICAL MASONRY ANCHORAGE FOR EXTERIOR WALLS AT POURED SLABS TOP OF 4 0 0 L■ G1 ? 3'X3'(MIN.) CLEAN -OUT HOLE. REMOVE ALL OVERHANGING MORTAR AND DEBRIS FROM WITHIN CELL TO BE FILLED. NOTES: 1. SEE PLANS, SECTIONS AND NOTES FOR LOCATIONS) OF FILLED CELLS AND FOR REINFORCING. 2. CONCRETE FOR FILLED CELLS: STRENGTH = 3000 PSI MIN. @ 28 DAYS MAX. AGGREGATE SIZE SLUMP = 7'f1' SUBMIT MIX DESIGN FOR REVIEW BY THE ENGINEER. DO NOT USE THE SAME MIX DESIGN AS FOR OTHER CAST -IN -PLACE CONCRETE. 3. NOTIFY ENGINEER FOR REVIEW PRIOR TO SEALING 'CLEAN -OUT' HOLES. 4. ALLOW MORTAR TO SET, 24 HOURS MINIMUM, PRIOR TO COMMENCING GROUTING. MASONRY CLEAN -OUT DETAIL. / \ OPENING URGER (/ I THAN 18' IN JAI( I(II' 1-#4 x 3'-6' LONG EITHER DIRECTION IN MIDDLE OF STAB 1BARS WOULD BE CUT OFF BY AN OPENING, DISPLACE BARS TO EITHER SIDE OF OPENING AND ADD BARS O SAME SIZE AND SPACING AS REMAINDER OF REINFORCING, 2 SEE PLANS FOR EXACT SIZE AND LOCATION O OPENINGS. 3. IF OPENINGS LARGER THAN V-O' WIDE ARE REQUIRED AND ARE NOT SPEGFICALLY NOTED ON THE DRAWINGS THE ENGINEER MUST BE INFORMED SO THAT PROPER DETAILS CAN BE SUPPLED. 4. UNLESS NOTED OTHERWISE, OPENINGS SMALLER THAN 12'112' CO NOT REWIRE TRIMMER BARS. 1-414 TOP & BOTTOM x 3'-0' LONGER THAN OPENING. 101clo O O 1-#4 IN MIDDLE OF SLAB CLEAR MIN. p_6• MIN. TYPO MIN. TYPICAL TRIMMING DETAIL OF OPENINGS IN SLAB ICOL. ABOVE & PILE CAP 2 PILE CAP 14'0 PILES 2'-6" THICK CAP A. BOLT (A.B.) ANCHOR BOLT ADJ. ADJUSTABLE ARCH'L ARCHITECTURAL AIFB ASPHALT IMPREGNATED FIBRE BOARD B. (BOT.) BOTTOM DEW BOTTOM EACH WAY BILL BOTTOM LOWER LAYER BML BOTTOM MIDDLE LAYER BUL BOTTOM UPPER LAYER BLDG. BUILDING BM BEAM B. PL (B.P.) BASE PLATE CENTER TO CENTER C/C CENTERLINE CANT. CANTILEVER COL COLUMN CONIC. CONCRETE CONST. CONSTRUCTION CONT. CONTINUOUS C.J. CONTROL JOINT CONST. JT. CONSTRUCTION JOINT C.A. COLUMN ABOVE DIAG. DIAGONAL 0 (DIA.) DIAMETER D. FIR DOUGLAS FIR DIM DIMENSION DJ DOUBLE JOIST D.E. DEAD LOAD dD DITTO DWG. DRAWING DWL DOWEL OT DOUBLE TEE EA. EACH EE EACH END EF EACH FACE EJ EXPANSION JOINT EW EACH WAY EWB EACH WAY BOTTOM EWT EACH WAY TOP ELEV. ELEVATION ELECT. ELECTRICAL E-W EAST -WEST EQ. EQUAL EXIST. EXISTING E%T. EXTERIOR FF FAR FACE RON. FOUNDATION FIN. FINISHED FL FLOOR FIG, FOOTING FMC FULL MOMENT CONNECTION oa CO 4 Q U oC F 4'0 PILES 1'-6' DEEP BAR 4' CLEAR COLUMN CAPITAL IF REWIRED. (SEE STRUCTURAL DRAWINGS) IF COLUMN - OFFSET IS GREATER THAN 3' USE A DOWEL FROM LOWER COLUMN. DOWEL SIZE AND SPACING TO MATCH UPPER VERTICALS. TOP OF FRAMED - SLAB SLOPE OF - INCLINED PORTION SHALL NOT EXCEED 1 IN 6 MIN. LAP LENGTH (SEE DRAWINGS) DOWELS FROM CAP TO COLUMN (SEE DRAWINGS AND NOTES BELOW) - 3' CLEAR STANDARD _ABBREVIATIONS GA. GAUGE GALV. GALVANIZED GB GRADE BEAM H. (NOR.) HORIZONTAL HOG HOT DIP GALVANIZED HEF HORIZONTAL EACH FACE HIF HORIZONTAL INSIDE FACE HOF HORIZONTAL OUTSIDE FACE INT. INTERIOR INV. INVERT JT. JOINT JST. JOIST K KIPS L ANGLE LB. (#) POUNDS LL LIVE LOAD I.G. LONG LLV LONG LEG VERTICAL LLH LONG LEG HORIZONTAL LONG. LONGITUDINAL MAX MAXIMUM MECHT MECHANICAL MEZZ. MEZZANINE MIN. MINIMUM MISC. MISCELLANEOUS MOM. MOMENT M.C. MOMENT CONNECTION M.S.L. MEAN SEA LEVEL N-S NORTH -SOUTH N.T.S. NOT TO SCALE NO. (#) NUMBER OWSJ OPEN WEB STEEL JOIST O/C ON CENTER PL PLATE PC PRECAST PRGI. PROJECTION PSI POUNDS PER SQUARE INCH PSF POUNDS PER SQUARE FOOT PLF POUNDS PER UNEAL FOOT P.T. PRESSURE TREATED REF. REFERENCE REINF. REINFORCING REQ'D REQUIRED REV. REVISION/REVISED CAP ti m a0 w 00 SDF SPEC. SST ST. STD. SO. SOL STRUCT S.P.F. TSE T TLL TML TUL TEMP. TYP. TRANS. TSF. TJ T.O.D. T.O.S. U/S U.N.O V. (VERY) VEF VIF VOF WO. WE). W W.W.F. W.W.M. 2'-0' I, 2'-0' I,V-3' I, 3 PILE CAP STEP DOWN FOOTING SPECIFICATIONS SQUARE STRUCTURAL TUBE STEEL STANDARD SQUARE SUPERIMPOSED DEAD LOAD STRUCTURAL SPRUCE/PINE/FIR THICKENED SLAB EDGE TOP TOP LOWER LAYER TOP MIDDLE LAYER TOP UPPER LAYER TEMPERATURE TYPICAL TRANSVERSE TONS PER SQUARE FOOT TIE JOIST TOP OF DECK TOP OF SLAB (TOP OF STEEL) UNDERSIDE UNLESS NOTED OTHERWISE VERTICAL VERTICAL EACH FACE VERTICAL INSIDE FACE VERTICAL OUTSIDE FACE WOOD WALL PLATE WIDE FLANGE BEAM WELDED WIRE FABRIC WELDED WIRE MESH THICK CAP 14'0 PILES DROP PANELIF 1W THE CLEAR REQUIRED (SEE COVER OVER DISTANCE STRUCTURAL TIES (TYPICAL BETWEEN DRAWING AND UNLESS NOTED VERTICAL BARS FLAT SLAB OTHERWISE ON SHALL NOT BE TYPICAL DETAIL) STRUCTURAL LESS THAN THE DRAWINGS) GREATER OF: DOWELS FROM 1), I4' COLUMN INTO ALTERNATIVE 2J1.5 VERTICAL SUB OR BEAM. TIE (PIN TIES BAR DIAMETERS SSEE TRUCTURAL e. ELIMINATED) �. THESE CLEAR DRAWINGS) DISTANCES MIN. LAP FOR ALSO APPLY TO MIN. LAP LENGTH DOE CIRCULAR TIE THE CLEAR C CAS DRAWINGS) BETWEEN 35 BETWEEN A BAR DIAM. CONTACT LAP 4' FOR BARS SPUCE AND NOT CARRIED ADJACENT UP FOR SPUCES ON SPLICING BARS 5 X ALTERNATE TIES MAY ---------III TYPICAL TIE ARRANGEMENTS OMMITTED IF BE REDUCE SIZE NOTE: SEE ALSO COLUMN SCHEDULE FOR DIMENSION 'X' OF TES TO BAR ARRANGEMENTS NOT SHOWN (CLEAR SNIT INCLINED BARS ABOVE. DISTANCE BETWEEN DOUBLE TIES VERTICALS)IS AT BOTTOM LESS THAN 6' OF INCLINED (TYPICAL) PORTION TIES SEE STRUCTURAL DRAWINGS Ij� MINIMUM LAP LENGTH ( ,I DRAWINGS)SEE t OWELS FROM FOOTING TO SEE PILE III- COLUMN (SEE CAP DETAIL DRAWGS AND NOTES BELOW) FOR PILE CAP 3' CLEAR SIZE AND DEPTH DE (TYPICAL) PILE CAP FOUNDATION STRUCTURAL SPREAD FOOTING DRAWINGS REINFORCEMENT AND GENERAL FOOTING FOUNDATION SEE NOTES STRUCTURAL NOTES: DRAWINGS) 1. TIE SPACING SHALL NOT EXCEED THE LEAST OF 1) 16 BAR DIAMETERS 11) 48 TIE DIAMETERS III) THE LEAST COLUMN DIMENSION OR IV) THE SPACING GIVEN ON THE COLUMN SCHEDULE 2. TIES SHALL BE $O ARRANGED THAT EVERY CORNER AND ALTERNATE LONGITUDINAL BAR SHALL HAVE LATERAL SUPPORT PROVIDED BY THE CORNER OF A TIE HAVING AN INCLINED ANGLE OF NOT MORE THAN 135 DEGREES NO BAR SHALL BE MORE THAN 6' FROM SUCH A LATERALLY SUPPORTED BAR. 3. IF CIRCULAR TIES ARE USED THE UP SHALL BE A MINIMUM OF 36 NE DIAMETERS 4. TIES SHALL BE LOCATED VERTICALLY NOT MORE THAN HALF A TIE SPACING ABOVE THE FLOOR OR FOOTING, AND SHALL BE SPACED TO NOT MORE THAN HALF A TIE SPACING BELOW THE LOWEST HORIZONTAL REINFORCEMENT IN THE SLAB OR DROP PANEL ABOVE, EXCEPT THAT WHERE BEAMS OR BRACKETS PROVIDE ENCLOSURE ON ALL SIDES OF THE COLUMN, THE TIES MAY BE TERMINATED NOT MORE THAN 3 INCHES BELOW THE LOWEST REINFORCEMENT IN SUCH BEAMS OR BRACKETS. 5. 71ES MAY BE MADE OF INTERMEDIATE GRADE STEEL 6. PLAIN BARS SHALL ONLY BE USED WITH PERMISSION FROM THE ENGINEER AND AMORDING TO HIS INSTRUCTIONS. 7. LAPPED SPLICES MAY BE REPLACED BY WELDING OR MECHANICAL DEVICES WITH APPROVAL FROM THE ENGINEER. B. DOWELS FROM FOOTINGS OR CAPS TO COLUMNS TO PROTECT EQUALLY ABOVE AWARD BELOW THE CONSTRUCTION JOINT UNLESS OTHERWISE SHOWN ON THE DRAWINGS, NUMBER AND SIZE OF DOWELS TO MATCH COLUMN VEJURCALS UNLESS OTHERWISE NOTED ON DRAWINGS. 9. REINFORCING TO BE DETAILED, BENT, PLACED AND SUPPORTED IN ACCORDANCE , W}H THE MANUAL FOR DETAILING REINFORCED CONCRETE STRUCTURES ACI - 315 (LATEST EDITION). TYPICAL DETAIL OF CONCRETE COLUMN STIRLING & WILBUR ENGINEERING GROUP 7085 SOUTH TAMIAMI TRAIL, SARASOTA, FL 34231 PHONE (941) 929-1552 FAX (941) 929-1553 email: cad@stirlingwilbur.com Copyright ® 2018 Stirling & Wilbur Engineering Group E66482 PROJECT NAME CRISTELLE CAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY, FLORIDA 9 UNITS ISSUED FOR PERMIT 12-10-18 PROJECT NUMBER S2018-064 BRIAN STRUNG, PE 34927 REVISIONS NO, ITEM DATE DRAVVN BY RTR CHECKED BY BHS DATE 12-10.18 PLOT SCALE T'4'=1'-0" THIS DRAWING IS NOT TO BE SCALED. I I - " - ZT/ REVIS ON SHEET TITLE GENERAL NOTES REVIltWE1I FOH ;;ODE COMPLIANCE ST. LUCIE COUNTY BOCC SHEET NUMBER 934.1 :_I LIX62 Lei• U111c A *LC 19 111111114 A. GENERAL THIS PHASE OF THE CONTRACT INCLUDES AUGER -INJECTED CONCRETE PILES. THESE PILES ARE TO BE INSTALLED AND LOAD TESTED AS PER PLANS AND SPECIFICATIONS. THE CONTRACTOR PERFORMING THE WORK SHALL HAVE A MINIMUM OF TEN (10) YEARS OF EXPERIENCE IN INSTALLATION OF AUGER -CAST PILES. 1. CAST -IN -PLACE PILES: A CONTINUOUS -FLIGHT, HOLLOW -SHAFT AUGER SHALL BE ROTATED INTO THE GROUND TO THE SPECIFIED PILE DEPTH. CEMENT MORTAR SHALL THEN BE INJECTED THROUGH THE AUGER SHAFT AS THE AUGER IS BEING WITHDRAWN IN SUCH A WAY AS TO EXERT REMOVING PRESSURE ON THE WITHDRAWING EARTH - FILLED AUGER AS WELL AS LATERAL PRESSURE ON THE SOIL SURROUNDING THE GROUT -FILLED PILE HOLE. 2. CEMENT GROUT SHALL CONSIST OF A MIXTURE OF PORTLAND CEMENT, FLY ASH, RETARDER, SAND AND WATER SO PROPORTIONED AND MIXED AS TO PRODUCE A MORTAR CAPABLE OF MAINTAINING THE SOLIDS IN SUSPENSION WITHOUT DIFFICULTY. THESE MATERIALS SHALL BE SO PROPORTIONED AS TO PRODUCE A HARDENED GROUT OF REQUIRED STRENGTH OF 4,000 PSI IN 28 DAYS. THE STRENGTH OF THE GROUT SHALL BE DETERMINED BY REGULAR SIX-INCH DIAMETER, TWELVE -INCH HIGH TEST SAMPLES. TWO-INCH MORTAR CUBES SHALL NOT BE ALLOWED. 3. GROUT MIX: PRIOR TO INSTALLATION OF CONCRETE, THE CONTRACTOR SHALL SUBMIT TO THE OWNER'S TESTING LABORATORY HIS PROPOSED FORMULA FOR 4,000 PSI CONCRETE AND MATERIALS FOR MAKING CONCRETE SPECIMENS FOR TESTING. IN THE ABSENCE OF THE CONTRACTOR'S PROPOSED FORMULA, THE LABORATORY SHALL DEFINE THE MIXTURE BY USING TRIAL MIXES. THE DESIGN MIX SHALL BE SO PROPORTIONED THAT AT THE END OF 28 DAYS, THE CONCRETE MIX SHALL YIELD A 20% GREATER STRENGTH OF 4,800 PSI. THIS TRIAL MIX SHALL THEN BE ADOPTED FOR INSTALLING THE PILES. B. MATERIALS 1. PORTLAND CEMENT SHALL CONFORM TO FEDERAL SPECIFICATIONS SS-C192 FOR CEMENTS, PORTLAND, OR CURRENT ASTM STANDARDS, DESIGNATION C-150. 2. FLY ASH SHALL CONFORM TO COMMERCIAL GRADE. 3. WATER SHALL BE FRESH, CLEAN AND FREE FOR INJURIOUS AMOUNTS OF SEWAGE, OIL, ACID, ALKALI, SLATS OR ORGANIC MATTER. 4. OTHER ADMIXTURES MAY INCLUDE POZZOLITH #8 OR OTHER SIMILAR APPROVED RETARDERS. 5. FINE AGGREGATE SHALL MEET THE REQUIREMENTS OF CURRENT ASTM STANDARDS, DESIGNATION C-33, EXCEPT AS TO GRADING. SAND GRADING SHALL BE REASONABLY CONSISTENT AND SHALL CONFORM TO THE FOLLOWING REQUIREMENTS, AS DELIVERED TO THE GROUT MIXER: U.S. STANDARD SIEVE CUMULATIVE PERCENT BY WEIGHT PASSING RETAINED 8 100 0 16 95 - 100 1 - 5 30 55 - 80 20 - 45 50 30 - 55 45 - 70 100 10 - 30 70 - 90 200 0 - 10 90 -100 THE SAND SHALL HAVE A FINENESS MODULUS OF NOT LESS THAN 1.30 NOR MORE THAN 2.10, THE FINENESS MODULUS IS DEFINED AS THE TOTAL DIVIDED BY 100 OF THE PERCENTAGES RETAINED ON U.S. STANDARD SIEVES NUMBERS 16, 30, 50 AND 100. C. LOCATIONS OF PILES PILES SHALL BE LOCATED AS SHOWN ON DRAWINGS OR AS OTHERWISE DIRECTED BY THE ENGINEER. PILE CENTERS SHALL BE LOCATED TO AN ACCURACY OF PLUS OR MINUS THREE INCHES. D. MIXING AND PUMPING OF CEMENT GROUT ONLY APPROVED MIXING AND PUMPING EQUIPMENT SHALL BE USED IN THE PREPARATION AND HANDLING OF CEMENT GROUT. A SCREEN NO LONGER THAN ONE - QUARTER INCH MESH SHALL BE USED BETWEEN THE MIXER AND PUMP, OR BETWEEN THE MIXER AND AGITATOR. ALL OIL OR OTHER RUST INHIBITORS SHALL BE REMOVED FROM THE MIXING DRUMS, STIRRING MECHANISMS AND OTHER PORTIONS OF THE EQUIPMENT IN CONTACT WITH THE GROUT BEFORE THE MIXERS ARE USED. ALL MATERIAL SHALL BE ACCURATELY MEASURED BY VOLUME AS THEY ARE FED TO THE MIXER. THE ORDER OF PLACING THE MATERIALS IN THE MIXER SHALL BE AS FOLLOWS: (1) WATER, (2 FLUIDIFIER, AND (3) OTHER SOLIDS IN ORDER OF INCREASING PARTICLE SIZE. THE QUANTITY OF WATER USED SHALL BE SUCH AS TO PRODUCE A MORTAR HAVING A CONSISTENCY OF NOT LESS THAN TWENTY-ONE SECONDS WHEN TESTED WITH A THREE- QUARTER DIAMETER NOZZLE CONE. TIME OF MIXING SHALL NOT BE LESS THAN ONE MINUTE SPECIFICATIONS FOR AUGER -INJECTED CONCRETE PILES CONTINUED H. PREPARATION OF GROUT TEST SPECIMENS THE PILE CONTRACTOR SHALL ENGAGE AN ENGINEER TESTING LABORATORY TO MAKE AND BREAK SIX-INCH DIAMETER BY TWELVE -INCH HIGH TEST CYLINDERS OF THE CEMENT GROUT USED. A SET OF FOUR (4) CYLINDERS SHALL BE TAKEN FROM THE BYPASS LINE OF THE GROUT PUMP WHEN THE AUGER IS OUT OF THE GROUND OR PRIOR TO COMMENCEMENT OF PUMPING. TEST SAMPLES SHALL NOT BE TAKEN FROM THE PRESSURE LINE DURING FORMING THE PILE. IF DIRECTED BY THE ENGINEER, THEY MAY BE TAKEN FROM THE DISCHARGE OF THE MIXING BATCH. THE TEST SAMPLES SHALL BE BROKEN AT 7 AND 28 DAYS WITH TWO (2) RESERVE SAMPLES. THE FREQUENCY OF SAMPLING WILL BE FOR EACH DAY OF INSTALLATION. THE DISTRIBUTION OF THE TEST REPORTS SHALL BE ACCORDING TO THE GENERAL SPECIFICATIONS. I. LOAD TESTING i. CAPACITY) SHALL BE TEST LOADED T N 1 PILE OF EACH LENGTH e. CA C TY AT LEAS ONE , TO A MINIMUM OF TWO (2) TIMES THE DESIGN LOAD. THE TEST PROCEDURES SHALL BE COORDINATED BY THE CONTRACTOR THROUGH ARDAMAN & ASSOCIATES, INC., SARASOTA, FLORIDA. J. PAYMENT 1. PAYMENT FOR WORK COMPLETED IN ACCORDANCE WITH THESE SPECIFICATIONS SHALL BE MADE ON THE BASIS OF A CONTRACT LUMP SUM PRICE ADJUSTED FOR FINAL QUANTITIES USING THE CONTRACT UNIT PRICES FOR ADDITIONS TO OR DELETIONS FROM THE WORK. 2. THE PAY LENGTH OF THE PILE SHALL BE THAT LENGTH MEASURED FROM THE POINT OF CUT-OFF ELEVATION SHOWN ON THE PLANS. NO PAYMENT WILL BE MADE FOR CUTTING OFF THE PILES OR FOR ANY PORTION OF THE PILE REMAINING ABOVE THE CUT-OFF ELEVATION. K. RECORDS, CONTROL AND SURVEY COMPLETE RECORDS OF EACH PILE INSTALLATION SHALL BE OBTAINED UNDER DIRECTION OF THE SOIL ENGINEER TO BE RETAINED BY THE OWNER, THE RECORDS SHALL BE CERTIFIED BY THE CONTRACTOR'S SUPERINTENDENT. THE RECORDS SHALL INCLUDE LENGTH, AUGERING RESISTANCE FOR THE LAST 3.0 FEET OF LENGTH, TOP ELEVATION, RESULTS OF ANY ADJUSTMENTS, TESTS OR BORINGS, AND ALL OTHER PERTINENT DATA RELATIVE TO THE PILE INSTALLATION. L SITE AND SOIL INSPECTION THE COMPLETE SOIL BORING LOGS AND ANALYSIS OF THE SUBSURFACE SOIL CONDITIONS PREPARED BY ARDAMAN & ASSOCIATES, INC., SOIL ENGINEERS, ARE AVAILABLE. THE PILING CONTRACTOR IS URGED TO ACQUAINT HIMSELF WITH THE REPORT AND THE CONFIGURATIONS OF THE UNDERLING SOIL STRATA PRIOR TO PREPARING HIS BID. ANY DATA CONCERNING SUBSURFACE SOIL CONDITIONS IS PROVIDED FOR THE CONTRACTOR'S INFORMATION ONLY. IF THE CONTRACTOR DESIRES TO OBTAIN ADDITIONAL SITE INFORMATION AT HIS OWN EXPENSE, HE MAY MAKE BORINGS OR SOUNDINGS, INSTALL TEST PILES OR DIG TEST PITS ON THE SITE OF THE WORK. PERMISSION FOR ADMISSION TO THE PROPERTY MUST FIRST BE OBTAINED FROM THE OWNER. UNLESS NOTED OTHERWISE ON PLAN, PROVIDE #3 @ 2'-0' O/C 'U' BARS AT ALL CURVED TENDON LOCATIONS. in TYPICAL CURVED TENDON DETAIL DEAD END ANCHOR FIXED TO TENDON r2` MIN. BY SUPPLIER h/2 E. PILE INSTALLATION 1. ALL PILES WILL BE AUGERED TO A MINIMUM TIP ELEVATION AS SHOWN IN THE h/2 DESIGN DRAWINGS. 2. ALL PILES SHALL BE INSTALLED UNDER THE OBSERVATION OF THE SOIL ENGINEER. PILES INSTALLED IN HIS ABSENCE WILL BE REJECTED. TYPICAL UNLESS 3. THE PILING CONTRACTOR SHALL BE RESPONSIBLE TO FURNISH THE REINFORCING NOTED ON PLAN STEEL AND PROPER INSTALLATION AS SHOWN IN PLANS AND DRAWINGS. ALL REINFORCING SHALL BE INSTALLED AFTER THE PILE IS FORMED BUT NO LATER THAN FIFTEEN MINUTES AFTER THE REMOVAL OF AUGER AND FILLING OF THE PILE CAVITY. 4. PILE CUT-OFF MAY BE ACCOMPLISHED BY REMOVING FRESH GROUT FROM THE TOP OF THE PILE OR BY CUTTING OFF TO FINAL CUT-OFF POINT AT ANY TIME AFTER INITIAL SET HAS OCCURRED. 5. PILES WITHIN THE SAME PILE CAP SHALL NOT BE INSTALLED UNTIL INITIAL SET HAS OCCURRED IN ALL PREVIOUSLY INSTALLED PILES. IN NO CASE IS THE NEXT PILE IN THE SAME CAP TO BE INSTALLED UNTIL A FOUR-HOUR TIME PERIOD HAS ELAPSED. THE INITIAL SET/FOUR-HOUR PERIOD WILL ALSO APPLY TO PILES INSTALLED IN OTHER AREAS WHERE THE PILES ARE CLOSER THAN 6.0 FEET FROM A PREVIOUSLY -INSTALLED PILE. F. REINFORCING STEEL THE PILING CONTRACTOR SHALL BE RESPONSIBLE TO FURNISH THE REINFORCING STEEL AND PROPER INSTALLATION AS SHOWN IN PLAN AND DRAWINGS. THE REINFORCING SHALL BE INSTALLED AFTER THE PILE IS FORMED, BUT NO LATER THAN FIFTEEN MINUTES AFTER THE REMOVAL OF AUGER AND FILLING OF THE PILE CAVITY. SUITABLE SPREADERS SHALL BE WEDGED AT THE BOTTOM OF THE REINFORCING ROD TO ASSURE POSITIONING OF THE STEEL IN THE PILE. G. INSPECTION NO PILES SHALL BE INSTALLED BY THE CONTRACTOR UNLESS THE REPRESENTATIVE OF THE SOIL ENGINEER IS PRESENT. THE PILING CONTRACTOR SHALL COMPLY WITH THE DIRECTIONS OF THE ENGINEER AND MAKE AVAILABLE ALL DATA, INFORMATION AND OTHER PERTINENT ITEMS, UPON HIS REQUEST. THE ENGINEER SHALL HAVE THE AUTHORITY TO REJECT ANY AND ALL PILES OR MATERIALS THAT DO NOT MEET THE RE \std\,D34 QUIREMENTS OF THE ABOVE SPECIFICATIONS. 1-#4 TOP & BOTT. BACKUP BARS v 6. NOTE: FOR SLAB THICKNESS 'h' MAX. UNDER 6Y2', PLACE ANCHORS HORIZONTALLY. DEAD END ANCHORAGE POST- I;NSIONED CONCRETE NOTES PRESTRESSING STEEL 1. ALL PRESTRESSING STEEL FOR POST -TENSIONED CONCRETE SHALL BE LOW RELAXATION, 7 WIRE STRAND CONFORMING TO ASTM A-416, WITH THE FOLLOWING PROPERTIES: NOMINAL DIAMETER 0.5" 2. AREA 0.152 IN2 MODULUS OF ELASTICITY 28000 KSI ULTIMATE STRESS 270.0 KIPS (FU) MAXIMUM FINAL STRESS 162.0 KSI (0.6 FU) 3 MAXIMUM TRANSFER STRESS 189.0 KSI (0.7 FU) MAXIMUM OVERSTRESS 216.0 KSI (0.8 FU) 2. STRAND SHALL BE COATED WITH A PREVENTATIVE GREASE, AND ENCLOSED IN A WATERTIGHT, MEDIUM OR HIGH DENSITY POLYETHYLENE OR POLYPROPYLENE SHEATHING WITH A 4. MINIMUM THICKNESS OF 0.025". INSIDE DIAMETER OF THE SHEATHING SHALL BE AT LEAST 0.010" GREATER THAN THE MAXIMUM STRAND DIAMETER. TORN OR DAMAGED SHEATHING SHALL BE REPAIRED PRIOR TO CONCRETE PLACEMENT, PROVIDING COMPLETE ENCAPSULATION OF THE PRESTRESSING STEEL, USING SPIRALLY WRAPPED, ADHESIVE POLYETHYLENE TAPE, MINIMUM OF TWO LAYERS. 5. 3. CERTIFIED MILL TEST REPORTS SHALL BE FURNISHED TO THE ENGINEER PRIOR TO INSTALLATION FOR EACH COIL OR PACK OF STRAND CONTAINING, AS A MINIMUM, THE FOLLOWING TEST INFORMATION: - HEAT NUMBER AND IDENTIFICATION - STANDARD CHEMICAL ANALYSIS FOR HEAT OF STEEL - ULTIMATE TENSILE STRENGTH - YIELD STRENGTH AT 1% EXTENSION UNDER LOAD - MODULUS OF ELASTICITY - DIAMETER AND NET AREA OF THE STRAND 4. ALL STRAND SHALL BE PACKAGED, SHIPPED AND STORED IN A MANNER TO PREVENT DAMAGE. DAMAGED STRAND SHALL NOT BE INSTALLED AND MUST BE REPLACED. ANCHORAGES AND COUPLINGS 6. 1. TENDON ANCHORAGES AND COUPLINGS SHALL BE DESIGNED TO DEVELOP THE STATIC AND DYNAMIC STRENGTH REQUIREMENT OF SECTION 3.1.6 (A) AND SECTION 3.1.8 (1) AND (2) OF THE PTI "GUIDE SPECIFICATIONS FOR POST -TENSIONING MATERIALS 2. CASTINGS SHALL BE NONPOROUS AND FREE OF SAND, BLOW HOLES, VOIDS AND OTHER DEFECTS. 1 3. THE AVERAGE COMPRESSIVE CONCRETE BEARING STRESS OF ANCHORAGES SHALL NOT EXCEED THE LIMITS SET FORTH IN SECTION 3.1.7 OF THE PT1 "GUIDE SPECIFICATIONS FOR POST -TENSIONING MATERIALS". 4. FOR WEDGE TYPE ANCHORAGES, THE WEDGE GRIPPER SHALL BE 2• DESIGNED TO PRECLUDE PREMATURE FAILURE OF THE PRESTRESSING STEEL DUE TO NOTCH OR PINCHING EFFECT UNDER THE STATIC AND/OR DYNAMIC TEST LOAD CONDITIONS STIPULATED UNDER PARAGRAPH 1, FOR BOTH STRESS 3 RELIEVED AND LOW RELAXATION PRESTRESSING STEEL MATERIALS. 5. COUPLINGS SHALL BE USED ONLY AT LOCATIONS 4. SPECIFICALLY INDICATED ON THE CONTRACT DOCUMENTS OR AS APPROVED, AND COUPLINGS SHALL BE ENCLOSED IN SLEEVES WHICH PERMIT NECESSARY MOVEMENTS DURING STRESSING. 6. STRESSING ANCHORAGE SHALL BE INSTALLED PERPENDICULAR TO THE TENDON AXIS. CURVATURE IN THE TENDON PROFILE SHALL TERMINATE NOT CLOSER THAN THREE FEET FROM THE STRESSING ANCHORAGE. 7. STRESSING ANCHORAGES SHALL BE ATTACHED TO THE BULKHEAD FORMS BY EITHER BOLTS, RINK SHANK NAILS OR THREADED POCKET FORMER FITTINGS. THE CONNECTIONS SHALL BE SUFFICIENTLY RIGID TO AVOID ACCIDENTAL LOOSENING DUE TO THE CONSTRUCTION TRAFFIC OR DURING CONCRETE PLACEMENT. MINIMUM CONCRETE COVER FOR THE ANCHORAGE SHALL NOT BE LESS THAN THE MINIMUM COVER TO THE REINFORCEMENT AT OTHER LOCATIONS IN THE STRUCTURE. 8. POCKET FORMERS USED TO PROVIDE A VOID FORM AT STRESSING AND INTERMEDIATE STRESSING ANCHORAGES SHALL POSITIVELY PRECLUDE INTRUSION OF CONCRETE OR CEMENT PASSED INTO THE WEDGE CAVITY DURING CONCRETE PLACEMENT. THE DEPTH OF THE POCKET FORMER FROM THE EDGE OF THE CONCRETE TO THE FACE OF THE ANCHORAGE SHALL NOT BE LESS THAN 1/2". 9. INTERMEDIATE ANCHORAGES MAY BE INSTALLED EITHER EMBEDDED IN CONCRETE OR BEARING AGAINST THE HARDENED CONCRETE AT THE CONSTRUCTION JOINT. IN THE LATTER CASE, THE ANCHORAGE SHALL HAVE A FLAT BEARING SIDE AND THE CONCRETE BEARING AREA SHALL BE SMOOTH AND WITHOUT RIDGES. 10. WHEN PLACING INTERMEDIATE ANCHORAGES AGAINST ALREADY? HARDENED CONCRETE, SPECIAL ATTENTION MUST BE PAID TO? THE PERPENDICULARITY BETWEEN THE BULKHEAD FORM AND TENDON DURING TENDON PLACEMENT. 11. MINIMUM COVER REQUIREMENTS OF SECTION 8 APPLY TO INTERMEDIATE ANCHORAGES. 12. FIXED END ANCHORAGES SHALL BE INSTALLED ON THE TENDON AT THE SUPPLIER'S PLANT PRIOR TO SHIPMENT TO THE JOBSITE. 13. FOR WEDGE TYPE ANCHORAGES, THE FIXED END WEDGES SHALL BE SEATED WITH A LOAD OF NOT MORE THAN 80% OF THE MINIMUM ULTIMATE TENSILE STRENGTH OF THE TENDON FOR STRESS RELIEVED STRAND, AND NOT MORE THAN 85% OF THE MINIMUM ULTIMATE TENSILE STRENGTH OF THE TENDON FOR LOW RELAXATION STRAND. THE SEATING LOAD SHALL BE SUFFICIENT TO ENSURE ADEQUATE CAPACITY OF NONSTRESSING ANCHORAGES. 14. FIXED END ANCHORAGES SHALL BE PLACED IN THE FORMWORK AT THE LOCATIONS SHOWN ON THE PLACING DRAWINGS AND SECURELY FASTENED TO THE REINFORCING STEEL. MINIMUM COVER REQUIREMENTS OF SECTION 8 APPLY TO FIXED END ANCHORAGES. TENDON PLACEMENT 1. COMPLETE SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER PRIOR TO FABRICATION, CLEARLY SHOWING DETAILS OF INITIAL PRESTRESS FORCES, TENDON ELONGATION, ALL ANCHORAGES AND OTHER ACCESSORIES. PRESTRESS FORCED INDICATED ON THE STRUCTURAL DRAWINGS REPRESENT THE FINAL EFFECTIVE PRESTRESS, WHICH IS THE PRESTRESS REMAINING AFTER ALL LOSSES (INCLUDING FRICTION), CALCULATIONS FOR PRESTRESS LOSSES SHALL BE SUBMITTED TO THE ENGINEER UPON REQUEST. SHOP DRAWINGS SHALL ALSO SHOW ALL BAR SUPPORTS AND PROFILES FOR TENDONS, AS WELL AS PLACEMENT SEQUENCE. 2. TENDONS WILL BE SUPPORTED AT INTERVALS NOT EXCEEDING 4'-0", PLACED ON CONTINUOUS SLAB BOLSTERS OR #4 SUPPORT BARS. AN APPROPRIATE CHAIR WILL BE PROVIDED AT EACH TENDON/SUPPORT BAR INTERSECTION, ALL WILL BE SECURELY SUPPORTED. 3. NO TENDON WILL BE PLACED CLOSER THAN 3" CLEAR TO ANY OPENING. 4. TENDONS SHALL NOT BE EXPOSED TO EXCESSIVE TEMPERATURES, WELDING SPARKS OR ELECTRIC GROUND CURRENTS. 5. CONTACT ENGINEER A MINIMUM OF 24 HOURS PRIOR TO ANY CONCRETE PLACEMENT. 6. ALL SLAB PENETRATIONS AND ANCHORS MUST BE IN PLACE BEFORE CONCRETE IS POURED. NO CUTTING OR DRILLING OF THE SLAB WILL BE PERMITTED AFTER CONCRETE IS POURED. 7. CONTRACTOR WILL MARK FORMS TO INDICATE ALL TENDON LOCATIONS FOR FUTURE REFERENCE. SUBMIT PROPOSED METHOD FOR MARKING TO THE ENGINEER PRIOR TO COMMENCING WORK. THE FOLLOWING STRESSING SEQUENCE IS TO BE STRICTLY ADHERED TO FOR THIS BANDED TWO WAY SLAB PROGRAM: A. STRESS 40% OF BANDED TENDONS. B. STRESS 100% OF UNIFORM TENDONS. C. STRESS REMAINING 60% OF BANDED TENDONS. D. STRESS BEAM TENDONS. HYDRAULIC STRESSING RAMS USED TO STRESS UNBOUNDED SINGLE STRAND TENDONS SHALL BE EQUIPPED WITH STRESSING GRIPPERS WHICH WILL NOT NOTCH THE STRAND MORE SEVERELY THAN NORMAL ANCHORING WEDGES. STRESSING RAMS AND GAUGES SHALL INDIVIDUALLY BE IDENTIFIED AND CALIBRATED AGAINST KNOWN STANDARDS AT INTERVALS NOT EXCEEDING SIX MONTHS. CALIBRATION CERTIFICATES FOR EACH JACK USED SHALL BE SUBMITTED TO THE ENGINEER. ELONGATION MEASUREMENTS SHALL BE MADE AT EACH STRESSING LOCATION TO VERIFY THAT THE TENDON FORCE HAS BEEN PROPERLY ACHIEVED. MEASURED ELONGATIONS SHALL AGREE WITH CALCULATED ELONGATIONS WITHIN + - / 5%. DISCREPANCIES EXCEEDING +/- 5% SHALL BE RESOLVED WITH THE ENGINEER. ELONGATION MEASUREMENTS SHALL BE RECORDED BY AN INDEPENDENT TESTING LABORATORY. STRESSING RECORDS SHALL BE FILLED OUT DURING THE TENSIONING OPERATION, WITH THE FOLLOWING DATA RECORDED AS A MINIMUM: A. TENDON MARK OR IDENTIFICATION. B. REQUIRED ELONGATION. C. GAUGE PRESSURE TO ACHIEVE REQUIRED ELONGATION. D. ACTUAL GAUGE PRESSURE. E. DATE OF STRESSING OPERATION, F. SIGNATURE OF THE STRESSING OPERATOR OR INSPECTOR. G. SERIAL OR IDENTIFICATION NUMBER OF JACKING EQUIPMENT. H. STRESSING RECORDS SHALL BE TURNED OVER TO THE ENGINEER DAILY, FOR REVIEW. STRESSING SHALL NOT COMMENCE UNTIL THE CONCRETE HAS ATTAINED A PROVEN COMPRESSIVE STRENGTH OF 3000 PSI, THE ENGINEER MUST BE GIVEN CONFIRMATION OF COMPRESSIVE STRENGTH PRIOR TO STRESSING. NOTIFY THE ENGINEER A MINIMUM OF 24 HOURS PRIOR TO STRESSING. Af:]#�7:1�I�L1r!Lh:N7:Tse1#.�yl:lE7:IGCe; TRIMMING OF EXCESS CABLE LENGTH SHALL BE DONE AS SOON AS POSSIBLE AFTER CABLE TENSIONING AND SATISFACTORY CHECK OF ELONGATION. NO TRIMMING SHALL BE DONE PRIOR TO COMPLETION OF STRESS RECORDS AND ELONGATION RECORDS REVIEW BY THE ENGINEER. THE CABLE MAY BE CUT BY MEANS OF EITHER OXYACETYLENE CUTTING, ABRASIVE WHEEL OR HYDRAULIC SHEARS. IN THE CASE OF OXYACETYLENE CUTTING THE CABLE, CARE SHALL BE TAKEN TO AVOID DIRECTING THE FLAME TOWARD THE WEDGES. STRESSING POCKETS SHALL BE FILLED WITH NON-METALLIC, NON -SHRINK GROUT AS SOON AS PRACTICAL AFTER TENDON CUTTING. UNDER NO CIRCUMSTANCES SHALL THE GROUT OR MORTAR USED FOR POCKET FILLING CONTAIN CHLORIDES OR OTHER CHEMICALS KNOWN TO BE DELETERIOUS TO THE PRESTRESSING STEEL. PLAN TYPICAL TOP STEEL PLACEMENT OVER COLUMNS 1. TOP BARS; AS NOTED ON PLAN, SHALL BE DISTRIBUTED WITHIN A SLAB WIDTH BETWEEN LINES THAT ARE 1.5 x h OUTSIDE OPPOSITE FACES OF THE COLUMN SUPPORT. (h SHALL BE DEFINED AS THE OVERALL THICKNESS OF THE SLAB). 2. SPACING OF BONDED REINFORCEMENT SHALL NOT EXCEED 12' 0/C. WHERE REINFORCEMENT SHOWN ON PLAN EXCEEDS THIS SPACING, ADDITIONAL #5 BARS SHALL BE ADDED AS REQUIRED. 3. UNLESS NOTED OTHERWISE ON PLAN, A MINIMUM OF 4#5 BARS SHALL BE PLACED IN EACH DIRECTION OVER THE TOPS OF ALL COLUMNS. 4. REINFORCING STEEL SHALL EXTEND A MINIMUM OF .17 x THE CLEAR SPAN BEYOND THE FACE OF THE SUPPORT ON EACH SIDE. 5. SEE PLAN FOR SPECIAL REQUIREMENTS OVER COLUMNS WITHIN POUR STRIPS. TOP STEEL PLACEMENT OVER COLUMN #4 T&B (CONTIN.) YA O, Illl1( 1 PLAN TENDON ANCHORS 11 GROUP h/2 / � - TYP. SECTION A -A (SLAB WITH h>_ 6Y2') FLARE AT TENDON END #4 T&B (CONTIN.)-� #4 SUPPORT BARS (SEE SPECIFICATIONS) Un CENTERLINE OF STRAND GROUP. SEE STRAND LAYOUT FOR SPACING OF GROUPS. 5'-0' MIN. LENGTH OF TRANSITION CURVE T STRAIGHT' MIN. PLAN B TENDON ANCHORS GROUP CENTERLINE OF 1 STRAND GROUP. SEE STRAND h/2 -� h LAYOUT FOR -4 - SPACING OF 6' 1 YP. GROUPS. SECTION B-B (SLAB WITH h!S 6Y2') FLARE AT TENDON END DRILL :Y4' HOLE IN SIDE FORM - h/2 h/2 TYPICAL UNLESS 'X' 1VV REUSEABLE PLASTIC GROMMET 1-#4 TOP & BOTTOM CONT. BACKUP BARS o v r P v p .v NOTED ON PLAN \- 2 RING SHANK NAILS NOTE: FOR SLAB THICKNESS 'h' UNDER 61h', PLACE ANCHORS HORIZONTALLY. STRESSING ANCHORAGE MINIMUM OF 1' TO CENTER OF GRAVITY OF TENDON (TYPICAL) TYPICAL UNLESS SPECIFICALLY NOTED ON PLAN L1 �LTYPICAL UNLESS SPECIFICALLY NOTED ON PLAN 1. L2 SEE PLAN FOR DIMENSION 1xI�� ICI I 3/2 -TYPICAL UNLESS SPECIFICALLY NOTED ON PLAN L3 NOTES: 1. DIMENSIONS 'X' NOTED ON PLAN TO BE TAKEN FROM BOTTOM OF SLAB TO CENTERLINE OF TENDON. 2. SEE PLAN FOR SPECIFIC DEAD END ANCHORAGES, STRESSING ANCHORAGES, INTERMEDIATE STRESSING AND INTERMEDIATE DEAD END LOCATIONS. 3. UNLESS NOTED OTHERWISE, ALL INTERMEDIATE DEAD ENDS AND STRESSING POINTS SHALL BE LOCATED AT THE QUARTER POINT OF THE SPAN IN QUESTION. 4. TENSION PROFILE SHALL BE PARABOLIC IN NATURE. TYPICAL TENDON PROFILE STIRLING a wiLauR ENGINEERING GROUP _E$0 7085 SOUTH TAMIAMI TRAIL, SARASOTA, FL 34231 PHONE (941) 929-1552 FAX (941) 929-1553 email: cad@stirlingwilbur.com Copyright ® 2018 Stirling 8 Wilbur Engineering Group E86482 PROJECT NAME CRISTELLE CAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY, FLORIDA ISSUED FOR PERMIT 12 10 18 PROJECT NUMBER S2018-064 SIGN/SEAL STATE OF BRIM SmM-fVeMn REVISIONS N0, ITEM DATE DRAWN BY RTR CHECKED BY BIAS DATE 12-10-18 PLOT SCALE 'Y4'=1'-0' THIS DRAWING IS NOT TO BE SCALED. REVISION SHEET TITLE TYPICAL DETAILS REVIEWE(7 FUH BODE COMPLIANCE ST. LUCIE COUNTY RoCi , SHEET NUMBER 934.2