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FOUNDATION PLAN NOTES: PILE FOUNDATION 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 (Fr): 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 FOOTING 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. 1. -1 2. ALL PILES SHALL BE 14" DIAMETER AUGERCAST CONCRETE WITH THE FOLLOWING MINIMUM SAFE 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'-O" NAVD), TYPICAL. 4. PILE 'CUT-OFF"IS AT ELEVATIONS NOTED ON PLAN AND TYPICAL DETAILS. PROVIDE 411PILE 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. t SEE PILE DETAIL SHEET 12.S3.1 '\ 1 1 F1 7,1 FOUNDATION SCHEDULE MARK SIZE DEPTH REINF. REMARKS TE1 24' x CONTIN. 16" 3#5 B. CONTINUOUS #5x18' @ 32' O/C TRANSVERSE TSt 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' 0/C �yV r�ETTE1 TEE1� TEt I 71 _ . _ I E-NO1 TES 8' CMU L- -YP - I ______I --- II ' _II _-___._LII LI __-_I II-"kv5 L-----1TA YD---- BREAKAWAY WILLS�fS, 80 ao F2 l TS �� C.C.J. S3.1 J11I C.nJ J. I--- C^.J. Ili I„-1- --I I�IFO�C.J. � ... S1 TS1 I TS1 1 THIS WALL FILLED SOLID W/ ��� I- _ _ I e G #5 VERTICALS @ 16' O/C MAX. I I 1 ` �� I F2 txe pg aR 'I I 11 1 I 11 11 I S3.11 '1 1 "l i , "l '� "l I I- T '� I I 11 1 I I 1 1. ,L. I L. 1. I I �.. �, 1. I Il,-, I \, I I F2 I I I L-+-J I I I I II I O I I I G� ( I I I I ... � I L-+-J 1 C.J. .'. S3.1 --� ----r--------+----i-----+----lL� -��� ---- - -- - �L� Z 1----+----------4-- --A -- y - r-------1---7 r-- r----t 1�� 1 I I L t- - - J..I TS1 I �� I l� I �i �"l� - - -I - - - - - - �-1 I �^l� I ITS1 1--J I I I I I I I I I I I I I I I I I I I .. I I I I I I I I I I I I I T.O.S. @ I I I I I I I I � I I I -� •�i �'-D' �12,0' NAVD) I I I I I I (SLOPE PER ARCH'L)I I I I 1 1 I I I I I I I I I I I I I I m I I II I �II I - --I-- �(j�' TO C�P O I� T.O. CAP II @ -4'-0' (VERIFY) 4-O (VERIFY)I 2TYPICALLY DENOTES II Ii Ii I c� I I I I THIS WALL FILLED SOLID W/ I I TS1 1 I I Ye'x1YY I SAWCUT JOINTS I TS1 #5 VERTICALS @ 16' O/C MAX. I - - - I MADE THIN 12HRS OF POUR 4 - + - - + - - - -- _ - -.3--°---4-----4-----T---- 4- I-------r----------------t-----1------r-----�---r---I L---- ------ - - -- �;. I I I F3 Q I ;z SW4 H - 7-1 �h 53.1 4 1( .: NI I .1_. �'L Q I� .. .;,. ' I'1 L��zUL 1 f. I F31 -,--- ----� ?I I --- - -- ------------------ -----------L- - - -- ----i -- -I I! I I o_I UP L r -I 813 ITS ----'--� ----� -J 1 M L 1 T I I TS1 , 1 S1 I TS1I I TS I I 1 1 1 :3 ITE1 - TE1 _ _ �TE1_� TE1 iE1 TE11 v ,1.� -�) --� t 1 1- I I Y� C.J. I C.J. rt 1 % C.J #5 VERTICALS IN FILLED CELLS @ 48' O/C MAX. U.N.O. ne 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 PSF OR LESS. BREAKAWAY WALLS ARE DESIGNED TO COLLAPSE FROM FLOOD LOADS LESS THAN THAT WHICH OCCURS AT 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. rwW - - - - - -@ 4'-0' 4 - 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= 10.18 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 15P CAP= 20'-O'xl2'-O'x2'-6' DEEP CAP W #6 @ 8' 0/C T&B EACH WAY F1 S3. COLUMN LEND: C1= 12'x24' C2= 8'x24' NOTES: SEE PILE DETAIL SHEET 12.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 FRAMING ARE INTENDED AS BREAKAWAY. ALL POURED CONCRETE COLUMNS AND WALLS ARE DESIGNED AS FLOOD RESISTANT TO HYDROSTATIC AND HYDRODYNAMIC LOADS. REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC FOUNDATION PLAN (C 148=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 12 UNITS ISSUED FOR PERMIT 12-10-18 PROJECT NUMBER S2018-064 3°•, STATE OF riC�nx < O R I O h-04 �.. BRIAN STIRLING, PE 34927 REVISIONS DRAWN BY RTR CHECKED BY BHS DATE 12-10-18 PLOT SCALE Ye'=1'-0' THIS DRAWING IS NOT TO BE SCALED. SHEET TITLE FOUNDATION PLAN ' FecilIV1ED SHEET NUMBER 1231.1 Il�?pt-Z� REVISION STIRLING & WILBUR BEAM BOTTOM BARS SPLICE R SUPPORTS TOP BARS NO SIZEJ SPLICE @ MID -SPAN / T5 T6 S3.2 S3.2 o #4 @ 12" 0 C`MID. #4 @ 12' 0 MID. o o #4 2 12' O/C MID, / o #4 @ 12" O/C MID. v <�� cv 0F�0�� 0�v m� / P ®6�ryP ©C'`'�P QAG�`LQ' _"� G ✓`.—. `/�.�, ��'�`L .� � � �G& ©V��F, B oya 4�p� 0 p 6 P F 61 T4 1 9#5 Bx12' @ 25 " #5 @ 12' /C T 24' TYP. 4@12'MID.T 8#5 T 9#5 Bxt ' 28' 0/C s '4' TYP. #4 @ �1- v T 6#5 7 8#5 T / ._/ N N 6v 7 6 12FB1 .. 2 7 8#5 T d -� p Q J ! 1 3 24x28) — o 7" m ¢ 3 �- I ou' m T1I7' 2 zv 112F62 24x28). 7 9#5 T p7 1 °' 6�06 6 1' 7' I "I I I% N m mIIII< �II IIa I I 6 1 � 1 zo 7' 9#5 T d 6 2" r T 612E 2�24x28 7' 8#5 T y� T m N Q ;o ¢ m 3 12FB1 — — 1 — — . 2' 7' 8#5 T #5 #4 @ 12' N 24x28�) Lc —6 — — T /�' #4 @ 12' 3" 8 6#5 T d°ou 12' 000 1" 9#5 Bxl2' @ 25' @ 12' O/C T MID. TYP. 24' TYP. 8 9#5 Bx12' - 8' O/C __. MID. TYP. 24' TYP T ' ) T8 �� 0� v J 255K .© COLUMN LEGEND: C1= 12"x24 C2= 8'x24' 1#5 VER11CAL @ 48' O/C MAX IN OF VERTICAL NON -LOAD BEARING Oti 250K --_ — 7" -� 12' MID. TYP. Tx26'-6' / a— R#@ o oo ��� ��— I I r¢ 3 I I` II I III d I to NED SLAB V mh ) I mI O cv u, �3#5 — a 3 �i o a 3 t3#5T T.O.S. @ T9.7' (21.7' NAVD) 8' THICK POST TENSI m ���• Tt 3 N _W.A. • - — — � 0/C TCIA W A W,A• - _LLL m 0 C B @ w N 6 A .A.J m W.A. _ _ TPQ' P Uo 0� W.A_ — — — —�- I II o — — W. . I L6— — � Pao i — -----W.A.I6#5 r v 3, / ; 6R '! B 3' SW' ' 7•q,2 N ._ m I #5 1 � #5 B @ W.A. —W.A.J m LO L '* (24x28) 12FB3 1" I �7 •; 6� �4x28j12FB3 — 100K 1'°� SW5 o SW5W.A. M 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 +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 REINFOROEMENT 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 & SS4.2. A GROUTED CELLS 8' CMU INFILL REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC 2ND FLOOR FRAMING PLAN �l - •��- zr "VISION 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 I•E1194.1.21a1&19 CRISTELLE CAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY, FLORIDA 12 UNITS IEYY11x11r11:1 PERMIT 12-10-18 PROJECT NUMBER S2018-064 BRIAN STIRLING, RE 34927 REVISIONS DRAWN BY RTR CHECKED BY BHS DATE 12-10-18 PLOT SCALE 1/8'=1'-0' THIS DRAWING IS NOT TO BE SCALED. 2ND FLOOR FRAMING PLAN SHEET NUMBER 1231.2 a' STIRLING & WILBUR 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 (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. #5 @ 12' O/C T— T1 D l/ 53.3 -J \ r� O #4�12'0 CMI, #4@12'OCMID:` O #4@12'0 CMID. #4@12'0 CMID. © & , ,EEG ❑GL G1 ❑B 4l a ❑A C1 ©G� ❑A G1 i ❑B G -- — �~ 24' TYP. #4 @ 12' 1 -44 @ 12' MID. 24' TYP. _ j 6#5 7 2' 9 ~ MID. TYP. m GL []A 9#5 �� TYP. } J O 26 6 — — #5B @ 12'0 — — � 2' o ❑A % oti #❑A ti 1" a 2' 9 #4 � o 6#5 T 1 - 0C 9 Bx12' @ 2 ' @ 12' MID. TYP. � 24" TYP. _ 9r#5 VBx12v'� O/C #4 @ 12' MID. TYP. 24' TYP. L1 1 o 26'- w n [A—]oti ti #, (\) ' oti © M .:. oti #5@8'0 7 ,, 7 9# _ % u 3#5 T n 7' /' o ' �� N Y 1' v 7' — �� 1' 7' .., o - _ — — m ' T13 S3.3 I I m I U O Im I I 7' / 7#5 T U7 7/ OS +91-8'@(29.4' NAVD) 8' THICK POST TENSIONED AB / - 7 3#5 T F- N `, !n 9#5 T -� ctiT - 6#5 z-- 7-1' #5 1 #5B@12 ✓ — - cki m :LO w T7 S3.2 J 8#5x1T ` AL 8#5 U SW4 v3 #5@8' O/C r 3 Tqi R S71 M N` \Y T �� & EJ 0 7' 2' T _ ..._ 7' eti T 2" Ole o` c 1 SW5 SW5 M -1#5 VERTICAL @ 48' O/C MAX IN GROUTED CELLS OF VERTICAL NON -LOAD BEARING 8" CMU INFILL WALLS. REVIEWED FOR ;ODE COMPLIANCE ST. LUCIE COUNTY BOCC 3RD 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 (D 2018 Stirling & Wilbur Engineering Group EB6482 PROJECT NAME CRISTELLE CAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY, FLORIDA 12 UNITS ISSUED FOR PERMIT 12-10-18 PROJECT NUMBER S2018-064 ��Lelar�yaa /o.A. STATE OF BRIAN SIIRLING, PE 34927 REVISIONS DRAWN BY RTR CHECKED BY BHS DATE 12-10-18 PLOT SCALE Yv=1'-0" THIS DRAWING IS NOT TO BE SCALED. SHEET TITLE 3RD FLOOR FRAMING PLAN \Sr.CIV1 8 SHEET NUMBER 1231.3 STIRLING & WILBUR 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'-O" (+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 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 11ES 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. T10 )A �A T9 S3.3 S3.2 OK #5@12'O/C T T4 O/C TIt- 5K RTICA;:. @ 48' O/C MAX IN GROUTED CELLS VERTICAL NON -LOAD BEARING 8' CMU INFILL OKDO o] IR m co of M REVIEWED FOR CODE COMPLIANCF ST. LUCIE COUNTY BOCC 4TH FLOOR FRAMING PLAN ys'_1•_G' ' z � l • Z°t� z•l REVISION #4�12"0 CMI � 4@12'OCMID � � #4@12°OCMID. #4@12' © C,`1' J" i� ❑A G`l' i� ©C,�' ao � ❑A ©C`y' ib � a CI _.� OCMID. ao 0 #5 Bx1 25" 7° 2" 7" 2" T 1' � 7" 1" 7' 2 2' 7" 2' 7° #4 1" 9 x12' @ 12' MID. TYP. � � ; 24" TYP, �4' #4 @ 12 MID. TYP. � rn G"L ❑A � rn [� TYP. 1 rBxl 9 5 T � � Cif' 2. � G�' o� 1" a oo ❑A G`1' a0'L 1' a' G 2" 2" 9#5T5 I �9.T 8' THI 9#5T @ (41:T NAVD) K POST TENSIONED SLAB 7#5 TO25G�;.28'�"0�6-T.O.S. � ©- �•�-"— #4 @ 12" MID, TYP. 9#5 Bxi20 #4 @ 12' . TYP. C8#5 T� � i#5 VE 24' TYP, 1 �- /- ✓� �✓ '� _ti • � 24' TYP. r WALLS. 6#5 Tx26'_6" v3i ' � �\ T ��� � � #5— F3#5T Txv�) y — ' _ 0 T13 9#5AT � 7#5 T � `L5 T - 7� 1' � T7 3#5 T 6#5 T #5 B 1 #56@12'0 8T8'_6"3'SVv4 1 �- 0c)j � Ll 25 SW4 � � � #5@8'OCT ❑ ® u 7" C' 7" 2' ~ #5@8'0 SW5 53.3 53.2 Y Y (1/f 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 Essaez PROJECT NAME CRISTELLE CAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY, FLORIDA 12 UNITS ISSUED FOR PERMIT 12-10-18 PROJECT NUMBER S2018-064 SIGN/SEAL (n •).e • yl STATE OF WAN SPRUNG, •P@9lg2Y•. REVISIONS DRAWN BY RTR CHECKED BY BHS DATE 12-10-18 PLOT SCALE Ye"=1'-0" THIS DRAWING IS NOT TO BE SCALED. SHEET TITLE 4TH FLOOR FRAMING PLAN SHEET NUMBER 12.51.4 STIRLING & WILBUR ENGINEERING GROUP M, 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 12 UNITS ISSUED FOR PERMIT 12-10-18 PROJECT NUMBER S2018-064 SIGN/SEAL �r° j�a�o N' Sa.76 . TATE 01 BRIAN STIRL1NG, PE 34927 REVISIONS NO. ITEM DATE DRAWN BY RTR CHECKED BY BHS DATE 12-10.18 PLOT SCALE 1/8'=V-0" THIS DRAWING IS NOT TO BE SCALED. SHEET TITLE HIGH AND LOW ROOF FRAMING PLANS SHEET NUMBER 12.51.5 0 5 X rME i 29. 19.7'1, 9.7' J, -4'-0' SW1 SW2 SW3 SHEAR STUD RAIL SCHEDULE: « @ EXTERIOR STEP DOWNS R1 R2 N S 7 "L L H+ ___ 6 Y4' B-1 2 4 15 2Y4 44' 6Y4" C-1 A-2 B-2 3 2 2 3 3 4 7 7 15 27/e" 27/B" 24'4' 23' 23' 44" 6Y4" Ir 6Y4" 61/4" C-2 2 3 7 27A' 23' 6A' ` — 1 _: /1_ :/'�-, _- � SW4 L # OF STUDS TYPICAL W x1/4" THICK PLATE TYPE ❑A A-1 & A-2 SW5 :v J J J TYPE B-1 & B-2 SHEARWALL COLUMNS: (ALL 8'x24' W/ ALL #3 TIES @ 8' 0/C) VERTICALS SWC1 12#7 SWC6 I 6#5 WALL REINFORCING TYPICAL- #5 @ 16' O/C VERTICAL EACH FACE. #5 @ 8' O/C HORIZONTAL EACH FACE. TYPE C-1 & C-2 COLUMN SCHEDULE C1 Fu2x24 8#7 VERTICALS #3 TIES @ 8' o/c C2A T 8x24 10#7 VERTICALS #3 TIES @ 8" O/C C213, 8x24 8#7 VERTICALS #3 TIES @ 8" 0 C Ck_ 8x24 8#6 VERTICALS #3 TIES @ 8' O/C C2D 8x24 8#5 VERTICALS #3 TIES @ 8' O/C C3 Sx16 6#5 VERTICALS #3 TIES @ 8" O/C VERTICALS k' OR TIES 12° E-,- 24': REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC t.►-Zq- tr REVISION 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 12 UNITS ISSUED FOR PERMIT PROJECT NUMBER S2018-064 SIGN/SEAL STATE OF BRIAN STRUNG, PE 34927 REVISIONS 12-10-18 NO. ITEM DATE DRAWN BY RTR CHECKED BY DATE M 12-10-18 PLOT SCALE 1w=V-0" THIS DRAWING IS NOT TO BE SCALED. SHEET TITLE COLUMN & WALL DETAILS SHEET NUMBER 1232.1 D14 1 Y2' T.O. GRADE VARIES 1#5 VERTICAL IN GROUTED CELL OF VERTICAL NON- LOAD BEARING, BREAKAWAY 8' CMU WALL - SEE PLAN 4' CONCRETE SLAB -ON -GRADE T.O. SLAB 0'-0' 4' CONCRETE SLAB-( T.O. SLA+ 0'-0' F2 S 3.1 3/4'=1'-0' -S 0. PILECAP #3 TIES LU —_ LO Q: _�_ • :. IIII� _li-Iii-iI=i11=1 14'0 AUGER -CAST PILE DETAIL BOTTOM ELEVATION DETERMINED 'Y4'=l'-O' BY REFUSAL/CAPACITY. `10. is 6' (MIN) CONCRETE STAIR SLAB • f T.O. SLA 8' CONCRETE WALL W/ #5 @ 12' O/C VERTICAL AND _ HORIZONTAL III - T.O. PILE CAP -4'-9' F3 53.1 3/4"=1'-0' Y2' EXPANSION JOINT, BOTH SIDES i-4' SLAB -ON -GRADE II' . - 1 REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC PILECAP nVISION STIRLING & WILBUR ENGINEERING GROUP 1-2$0 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 EB6462 PROJECT NAME CRISTELLE CAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY, FLORIDA 12 UNITS ISSUED FOR PERMIT PROJECT NUMBER S2018-064 SIGN/SEAL 12-10-18 /° :�§. t/ STATE OF BRIAN S1IRUNG, PE 34927 REVISIONS NO. ITEM DATE DRAWN BY RTR CHECKED BY BHS DATE 12.10.18 PLOT SCALE Y4'=1'-0' THIS DRAWING IS NOT TO BE SCALED. t SHEET TITLE SECTIONS SHEET NUMBER 1233.1 STIRLING & WILBUR ENGINEERING GROUP 8' THICK POST TENSIONED SLAB T.O.S. SEE PLAN BREAKAWAY CLIP) 8' INFILL BLOCK W/ 1#5 VERTICAL IN GROUTED CELLS- SEE PLAN LAP 4' SIDEWALK BY OTHERS #5 VERTICALS IN GROUTED CELLS OF BREAKAWAY WALL- SEE PLAN T.O.S. SEE PLAN INFILL BLOCK W/ 1#5 VERTICAL GROUTED CELLS- SEE PLAN LAP BLOCK WALL BEYOND T.O.S. SEE PLAN BLOCK WALL BEYOND 5 HORIZONTAL IN 3000 PSI GROUT _LED 8' CMU K.O. COURSE 4FILL BLOCK BLOCK WALL BEYOND T1 T2 T3 T4 53. 3/4'=1'-0' 53.2 -Y4'=1'-0. S3. �4' T.O.S. SEE PLAN T5 53.2 3/4'=1'—O' 8' INFILL BLOCK W/ 1#5 VERTICAL IN GROUTED CELLS- SEE PLAN 30' LAP 8' THICK POST TENSIONED SLAB T.O.S. Y4' SLOPE L#"/FT, T.O.S. SEE PLAN SEE PLAN 8' INFILL BLOCK W/ 1#5 VERTICAL IN GROUTED CELLS- SEE PLAN T7 T8 �Y4'=1'-0' S 3. 2 3/4'=1'-0' I Y4' 6Ya' NFILL BLOCK W/ 1#5 VERTICAL PROUTED CELLS- SEE PLAN _AP TYPICAL 5 CONTTN. TYPICAL SLEEVE 8' INFILL BLOCK W/ 1#5 VERTICAL IN GROUTED CELLS- SEE PLAN 30' LAP 8' THICK POST TENSIONED 8' THICK POST TENSIONED ' SLAB T.O.S. SEE PLAN 9 T.O.S. Y4' SLOPE YWFT. SEE PLANT T6 53.2 3/4'=1'—O� T.O.S. SEE PLAN T9 -Y4'=1' BREAKAWAY CLIP kJ L7Y4 #5 VERTICALS IN GROUTED CELLS OF BREAKAWAY WALL- SEE PLAN BREAKAWAY CLIP 1�4 I Y4' 6Ya" L3x3xY4' SSx4' LONG @ 48' O/C 0 (2)-Y4'Ox1Y4' 'AGGRE-GATOR'- FASTENERS 8' BLOCK WALL BEYOND 1#5 HORIZONTAL IN 3000 PSI GROUT FILLED 8' CMU K.O. COURSE SIDEWALK OTHERS #5 VERTICALS IN GROUTED CELLS OF BREAKAWAY WALL- SEE PLAN (2)-Y4'OxIY4' 'AGGRE-GATOR' FASTENERS 4SLAB BREAKAWAY WALL TYPICAL BREAKAWAY CLIP REVIEWED FOR CODE COMPLIANC[. ST. LUCIE COUNTY BOCC REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC l �•Zti-2� REVISION 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 12 UNITS ISSUED FOR PERMIT PROJECT NUMBER S2018-064 SIGN/SEAL STATE OF 12-10-18 BRIAN nRUNG,'PE"34927 REVISIONS NO. ITEM DATE DRAWN BY RTR CHECKED BY DATE 12-10-18 PLOT SCALE Y4'=1'-0' THIS DRAWING IS NOT TO BE SCALED. SHEET TITLE SECTIONS SHEET NUMBER 1233.2 T.O.S. SEE PLAN T10 53.3 3Y4'=1'-O' T 134' 6V4' T.O.S, SEE PLAN T11 3r4'=1'-O° — 8' BLOCK WALL BEYOND 8' BLOCK INFILL WALL BEYOND —VA — T.O.S. SEE PLAN T12 53.3 3Y4'=1'-0' 8' THICK POST SLAB... T.O.S. SEE PLAN T13 53.3 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 3'4' SLOPE Ys' 7t/4' 8' BLOCK INFILL WALL l * I{- PCL 8' BLOCK WALL BEYOND REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC I!-Zy'z 1 REVISION STIRLING & WILBUR ENGINEERING GROUP 1$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 EB6482 PROJECT NAME CRISTELLE CAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY, FLORIDA 12 UNITS ISSUED FOR PERMIT PROJECT NUMBER S2018-064 SIGN/SEAL l0 :7h. STATE 4 12-10-18 BRIAN STRUNG. PE 34927 REVISIONS NO. ITEM DATE DRAWN BY RTR CHECKED BY BHS DATE 12-10-18 PLOT SCALE 3'4'=1'—O' THIS DRAWING IS NOT TO BE SCALED. SHEET TITLE SECTIONS SHEET NUMBER 1233.3 \:� rj\Dl 'l GENERAL NOTES REINFORCED CONCRETE NOTES MASONRY NOTES WOOD FRAMING NOTES 2016127 / GNOTES - WOOD DESIGN 1 CONCRETE MATERIALS, MIXING, PREPARATION, TRANSPORTATION, THE FOLLOWING NOTES INDICATE ONLY THE MINIMUM REQUIREMENTS APPLICABLE 1. THE STRUCTURE DESCRIBED THE STR TURAL DRAWINGS HAS BEEN 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 DESIGNED TO COMPLY WITH E 2017 FLIT IDA BUILDING CODE. 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 REFER TO THE NOTES UNDE THE PLANS OR THE DESIGN REINFORCED CONCRETE ACI 318 (LATEST EDITION). AMERICAN INSTITUTE OF TIMBER CONSTRUCTION. DEAD LOADS. 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 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. REFER ALSO TO NOTES UNDER THE PLANS AND SCHEDULES ON THE RESHORING DRAWINGS FOR ALL FRAMED AND ELEVATED CONCRETE A AND ASTM C145, RESPECTIVELY, CONVENTIONAL FRAMING LUMBER: #2 SO. PINE, OR BETTER, UNLESS NOTED. STRUCTURAL DRAWINGS. FOR TYPICAL DETAILS, SEE STRUCTURAL MINIMUM OF ONE WEEK PRIOR TO POURING OF ANY CONCRETE BEAMS, 3. MASONRY WALLS SHALL BE CONSTRUCTED USING MODULAR UNITS AS PLYWOOD SHEATHING: DRAWINGS. ALL CODES, MANUAL, STANDARDS AND SPECIFICATIONS 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 REFERRED TO SHALL BE THE LATEST EDITIONS INCLUDING ALL OF CURRENT SITE CONDITIONS, INCLUDING THE PROPOSED STRENGTH IS NOTED ON THE DRAWINGS OR SPECIFICATION, HOLLOW DRAWINGS REVISIONS AND ADDENDA. 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. 2, ALL DIMENSIONS OTHER THAN PURELY STRUCTURAL DIMENSIONS 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 SHOWN ON THE STRUCTURAL DRAWINGS MUST BE CHECKED AGAINST 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 THE ARCHITECTURAL DRAWINGS AND ANY INCONSISTENCIES CONDITIONS. FORMWORK MAY NOT BE REMOVED AT ANY TIME PRIOR INDICATED ON THE STRUCTURAL DRAWINGS, ARCHITECTURAL SUBJECT TO REVIEW AND APPROVAL BY THE ENGINEER. REPORTED IN WRITING TO THE ARCHITECT AND ENGINEER OF TO THE CONCRETE IN QUESTIONS REACHING A "PROVEN" DRAWINGS, THE SPECIFICATIONS OR AS RECOMMENDED BY 5. WHERE CONNECTIONS HAVE NOT BEEN DETAILED ON PLAN, PROVIDE ALL FRAMING ANCHORS RECORD PRIOR TO PROCEEDING WITH THE WORK. STRUCTURAL 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 DRAWINGS MUST NOT BE SCALED. CONCRETE STRENGTH. THE DRAWINGS TO BE SUBMITTED SHALL 5. MASONRY GROUT SHALL COMPLY WITH THE FINE GROUT REQUIREMENTS OTHERWISE THE CONNECTIONS SHALL BE DETAILED TO DEVELOP THE FULL CAPACITY OF THE 3. OPENINGS, TRENCHES, PITS, EQUIPMENT BASES AND MECHANICAL INCLUDE SPECIFIC PROVISIONS FOR ADEQUATE MUDSILLS AND OF ASTM C476. THE SLUMP SHALL BE 7"f1" AND THE MINIMUM CONNECTED MEMBERS. EQUIPMENT, WHERE SHOWN ON THE STRUCTURAL DRAWINGS ARE 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 ONLY APPROXIMATELY AS TO SIZE AND LOCATION. 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 REFER TO ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS INSPECTION OF THE SHORING/RESH ORIN G INSTALLATION EITHER HAVE A MINIMUM BEARING OF 8" UNLESS OTHERWISE NOTED. BEARING TREATED IN ACCORDANCE WITH AWPA STANDARD U1. PROVIDE PRESERVATIVE AT RETENTION FOR LOCATIONS,SIZES OF EQUIPMENT, OPENINGS, PITS, TRENCHES, 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 BASES, SUMPS, SLEEVES, DEPRESSIONS, GROOVES AND CHAMFERS INSPECTIONS SHALL BE SUBMITTED TO THE ENGINEER OF RECORD ARE TO BE FULLY FILLED WITH MORTAR. THIS SHALL BE DONE FOR FOLLOWS: NOT INDICATED ON THE STRUCTURAL DRAWINGS. AND THE ENFORCING AGENCY UPON REQUEST. PROVIDE SLAB AND A MINIMUM LENGTH EQUAL TO TWICE THE LENGTH OF BEARING, I.E.- USE CATEGORY UC3B: EXPOSED, ABOVE GROUND. 4. UNLESS SPECIFICALLY NOTED OTHERWISE ON THE STRUCTURAL 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. DRAWINGS, NO PROVISION HAS BEEN MADE IN THE DESIGN FOR 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. CONDITIONS OCCURRING DURING CONSTRUCTION. THE CONTRACTOR 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 IS TO PROVIDE ALL NECESSARY BRACINGS AND SHORING REQUIRED 3. REINFORCING STEEL, UNLESS SPECIFICALLY NOTED OTHERWISE 7. AT THE TOP OF LOAD BEARING MASONRY WALLS PROVIDE A "KNOCK- RESISTANT: FOR STRESSES AND INSTABILITY OCCURRING FROM ANY CAUSE 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 DURING CONSTRUCTION, THE CONTRACTOR SHALL ACCEPT FULL MINIMUM YIELD STRESS OF 60,000 PSI. REINFORCING SHALL BE SEE PLANS AND SECTIONS FOR FULL DETAILS. STAINLESS STEEL FOR POTENTIALLY WET EXPOSURE RESPONSIBILITY FOR ALL SUCH MEASURES. 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 5. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE 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. ALL NECESSARY BRACINGS, SHORING$, SHEET PILING OR OTHER CONCRETE STRUCTURES ACI 315 (LATEST EDITION), UNLESS WITH #9 SIDE AND CROSS RODS IN WIDTH 2" LESS THAN WALL TEMPORARY SUPPORTS TO SAFEGUARD ALL EXISTING OR ADJACENT OTHERWISE NOTED. MINIMUM LAP FOR CONTINUOUS REINFORCING THICKNESS. PROVIDE ALL PREFABRICATED CORNERS AND TEE STRUCTURES AFFECTED BY THIS WORK. BARS TO BE 30 DIAMETERS OR 12" UNLESS NOTED. SECTIONS. UNLESS OTHERWISE SHOWN OR SPECIFIED, REINFORCE PRE -FABRICATED WOOD TRUSS NOTES 4. STRUCTURAL CONCRETE SHALL BE POURED WITHIN THE FOLLOWING ALL MASONRY IN EVERY 2ND BLOCK COURSE. PROVIDE ADDITIONAL 2016127 / GNOTES -WOOD TRUSSES FOUNDATIONS TOLERANCES: REINFORCEMENT ABOVE AND BELOW OPENINGS FOR A MINIMUM OF 2'- 1. REFER TO NOTES UNDER FOUNDATION PLANS. 0" EACH SIDE OF ALL OPENINGS. 1. TRUSSES, BRACING, BRIDGING AND TRUSS -TO -TRUSS CONNECTORS SHALL BE DESIGNED BY 2. THE LINE OF SLOPE BETWEEN ADJACENT EXCAVATIONS FOR FOOTINGS VARIATION FROM PLUMB: 9. IN HOLLOW MASONRY UNIT CONSTRUCTION (EXTERIOR ONLY) EACH UNIT THE TRUSS MANUFACTURER TO SAFELY SUPPORT THE DESIGN LOADS GIVEN ON PLANS AND IN OR ALONG STEPPED FOOTINGS SHALL NOT EXCEED A RISE OF 7 IN A IN 10'-0"••••,••••........••.•••.......••• 1/4" CELL SHALL BE REINFORCED WITH AT LEAST 1 #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: AND TAMPED WITH T = 20 PSF,• LL = 20 PSF 2'-O', BEAM SOFFITS: SUCH CELLS SHALL BE POURED SOLID TH 3000 PSI (A TOP CHORD: DL 3. CAP DEPTHS AND FOOTING 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 GENERAL NOTES ON THIS SHEET FOR WIND LOAD DESIGN CRITERIA) TOTAL DEAD LOAD SHALL CONDITIONS VARY FROM THOSE ASSUMED, THEN WRITTEN DIRECTIONS IN ANY BAY ................................ 1/4' GREATER THAN MINIMUM REQUIREMENTS) FOR BAR SIZE, SPACING AND NOT EXCEED 10 PSF FOR CALCULATION OF NET WIND UPLIFT FORCES AND REACTIONS. MUST BE OBTAINED FROM THE ENGINEER OF RECORD BEFORE VARIATION OF THE LINEAR BUILDING LINES FROM THE ESTABLISHED ANCHORAGE. LIVE LOAD DEFLECTION SHALL NOT EXCEED SPAN / 360, PROCEEDING WITH THE WORK. POSITION IN PLAN AND RELATED POSITION OF COLUMNS, WALLS AND 10. UNLESS OTHERWISE SHOWN OR SPECIFIED, PROVIDE STANDARD 90' 2, THE STRUCTURE HAS BEEN DESIGNED BASED ON THE TRUSS LAYOUT SHOWN ON THE 4. KEEP EXCAVATIONS CONTINUALLY DRY BEFORE CONCRETE IS POURED. PARTITIONS: HOOK AT TOP OF EACH VERTICAL REINFORCING BAR. ALTERNATE STRUCTURAL DRAWINGS. ANY DEVIATIONS FROM THAT LAYOUT SHALL BE BROUGHT TO THE IF THE SOIL IS SOFTENED BY WATER, THE EXCAVATION SHALL BE IN ANY BAY OF 20'-0" MAXIMUM .............. 1/4" DIRECTION OF HOOK INTO SLAB OR BEAM. ATTENTION OF THE ENGINEER -OF -RECORD FOR REVIEW AND SHALL BE CLEARLY FLAGGED ON 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 THE SHOP DRAWINGS. FOOTING LOWERED TO SUIT. VARIATION IN SIZE OF WALL AND FLOOR'sOPENINGS: .. +1/2"-0" GALVANIZED STEEL TIES AND/OR ANCHORS AT 16" O/C VERTICALLY 3. SUBMIT SHOP DRAWINGS FOR REVIEW BY THE ENGINEER OF RECORD PRIOR TO FABRICATION VARIATION IN CROSS -SECTIONAL DIMENSIONS: WHERE BLOCK ABUTS OR FACES CONCRETE. OR ERECTION OF WOOD TRUSSES. AS A MINIMUM, SHOP DRAWINGS SHALL INDICATE BACKFILLING AND COMPACTION COLUMNS AND BEAMS .................... +1/2"-1/4" 12. EXPANSION AND CONTROL JOINTS IN MASONRY WALL SHALL BE REQUIREMENTS FOR BEARING, LATERAL BRACING AND ANCHORAGE. INDICATE SIZE, SPECIES 1. SLABS ON EARTH AND ALL STRUCTURAL ELEMENTS FRAMING INTO SLABS AND WALLS ...................... + 1/4"-0" PROVIDED AS REQUIRED BY ARCHITECT. SEE ARCHITECTURAL AND STRESS GRADE OF LUMBER; AND, LOCATION, SIZE AND TYPE OF CONNECTORS. SHOW SPAN, WALLS WHICH RETAIN EARTH MUST BE IN PLACE BEFORE VARIATION IN FOOTINGS AND PILE CAPS: DRAWINGS FOR DETAILS. PITCH, CONFIGURATION AND SPACING OF EACH TRUSS TYPE. SHOP DRAWINGS SHALL BEAR THE BACKFILLING. PLAN DIMENSIONS ...................... +2"-1/2" SIGNATURE AND SEAL OF THE FLORIDA-REGISTERED PROFESSIONAL ENGINEER RESPONSIBLE 2. AT GRADE WALL CONDITIONS, UNLESS THE WALL IS ADEQUATELY THICKNESS ................................. -0" FOR THE DESIGN OF THE TRUSSES. SHORED, BACKFILL AND COMPACT EACH SIDE OF THE WALL VARIATION IN STEPS: 4. BRACE TRUSS CHORD AND WEB MEMBERS IN ACCORDANCE WITH THE TRUSS SHOP DRAWINGS. SIMULTANEOUSLY. RISE ................................. +/- 1/8" NOTE THAT ADDITIONAL BRACING IS REQUIRED AT TRUSS BOTTOM CHORDS WHERE A RIGID 3. UNDER SLABS ON GRADE, REMOVE SOFT SPOTS AND FOREIGN MATTER TREAD ................................ +/- 1/4" CEILING DIAPHRAGM IS NOT ATTACHED DIRECTLY TO THE TRUSSES. IN THE SUB GRADE (WHERE SUB GRADE CONSISTS OF COMPACTED 5. DO NOT CUT, NOTCH OR DRILL TRUSS MEMBERS WITHOUT WRITTEN APPROVAL OF THE TRUSS FILL, REFER TO SPECIFIC NOTES ON THE STRUCTURAL DRAWINGS). 5. MINIMUM COMPRESSIVE STRENGTHS FOR CONCRETE AT 28 DAYS SHALL DESIGN ENGINEER. 4. BACKFILL FOR SLAB ON GRADE, FOOTING EXCAVATIONS AND BE AS NOTED ON THE STRUCTURAL DRAWINGS. SLUMPS SHALL BE 6. REMOVE AND REPLACE DAMAGED TRUSSES. REPAIR DAMAGED TRUSSES ONLY WITH THE TRENCHES ONLY WITH APPROVED MATERIAL. CONSISTENT AT 4" +/- 1" UNLESS NOTED OTHERWISE. GREATER WRITTEN APPROVAL AND DIRECTION OF THE TRUSS DESIGN ENGINEER. SUBMIT COPIES OF 5. UNLESS SPECIFICALLY NOTED OTHERWISE, BACKFILLING SHALL BE SLUMPS ARE NOT ACCEPTABLE. FOR "READY MIX' CONCRETE, THE SUCH APPROVAL TO THE_ ENGINEER- OF -RECORD FOR REVIEW BEFORE PROCEEDING. CARRIED OUT IN MAXIMUM 8" HIGH LIFTS OF LOOSE FILL AND MAXIMUM TIME PERMITTED BETWEEN ADDING MIX WATER AND 7, CONNECT ROOF TRUSSES TO SUPPORTING FRAMING WITH APPROVED HURRICANE ANCHORS IN COMPACTED TO A MINIMUM OF 98% STANDARD PROCTOR DRY DENSITY. DEPOSITING CONCRETE IN FORMS IS 90 MINUTES. GREATER TIME ACCORDANCE WITH THE FOLLOWING: 6. UNLESS NOTED OTHERWISE, PROVIDE UNDER SLABS ON GRADE A 6 SPANS ARE NOT ACCEPTABLE. PROVIDE AN APPROVED WATER- TRUSS TO TRUSS CONNECTORS SHALL BE DESIGNED BY THE TRUSS MANUFACTURER. MIL POLYETHYLENE VAPOR BARRIER WITH A MINIMUM OF 6" TAPED REDUCING ADMIXTURE IN ALL CONCRETE, CONFORMING TO ASTM EACH TRUSS SHALL BE ANCHORED TO SUPPORTING STRUCTURAL FRAMING IN ACCORDANCE LAPS, ON A MINIMUM OF 6" OF COMPACTED GRANULAR MATERIAL. C260. ADMIXTURES SHALL CONFORM TO ASTM C494, AND BE USED WITH THE TRUSS ANCHORAGE SCHEDULE AND /OR DETAILS PROVIDED ON THE STRUCTURAL COMPACTION TO ACHIEVE A MINIMUM OF 98% STANDARD PROCTOR DRY IN STRICT ACCORDANCE WITH THE MANUFACTURER'S DIRECTIONS. DRAWINGS. THE ANCHOR DESIGN IS BASED UPON THE TRUSS LAYOUT SHOWN ON THE DENSITY. 6. UNLESS NOTED OTHERWISE, REINFORCING IN CONCRETE WALLS IS STRUCTURAL DRAWINGS. NOTIFY THE ENGINEER OF RECORD OF ANY DISCREPANCIES. BASED UPON VERTICAL CONSTRUCTION JOINTS AT A MAXIMUM SHOP DRAWINGS SPACING OF 30'-0". THE LOCATIONS OF ALL CONSTRUCTION JOINTS 1. FOR ALL WORK, COPIES OF SHOP DRAWINGS AS DIRECTED WITHIN IN WALL AND SLABS, NOT SHOWN ON THE DRAWINGS, SHALL BE PILE THE STRUCTURAL DOCUMENTS SHOWING COMPLETE INFORMATION FOR 1'-3" 2'-0' APPROVED BY THE ENGINEER BEFORE CONSTRUCTION. GENERALLY, THE FABRICATION AND ERECTION OF THE COMPLETE STRUCTURE JOINTS IN SLABS WILL BE AT RIGHT ANGLES TO THE SPANS AND BE SHALL BE SUBMITTED FOR REVIEW BY THE ENGINEER OF RECORD. CLEAR OF SUPPORTS AND POINT LOADS. C 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, FASTENING DEVICES SHALL BE INSTALLED AS REQUIRED BY THE ACCURATE AND IN CONFORMITY WITH THE STRUCTURAL DRAWINGS. DRAWINGS IN A MANNER THAT WILL NOT IMPAIR THE STRUCTURAL I / Gig ALL SHOP DRAWINGS SUBMITTED FOR REVIEW BY THE ENGINEER OF STRENGTH OF THE SYSTEM, BE SO INSTALLED THAT THEY WILL NOT x 4Zj l / m / RECORD MUST HAVE BEEN PREVIOUSLY REVIEWED BY THE REQUIRE THE CUTTING, BENDING OR DISPLACEMENT OF THE k' CONTRACTOR AND SHALL CONTAIN THE CONTRACTOR'S "SHOP DRAWING REINFORCING OTHER THAN AS SHOWN ON THE TYPICAL DETAILS. j a m CL a N b REVIEW STAMP" ON EACH SHEET AS WELL AS A SIGNATURE AND A ELECTRICAL CONDUIT SHALL NOT BE PLACED BELOW THE BOTTOM OR o Rn ZD DATE REVIEWED. ABOVE THE TOP REINFORCING, SHALL NOT PASS THROUGH A COLUMN, SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN 1/3 0- a a #8@8" BLL THE SLAB THICKNESS OR WALL OR BEAM IN WHICH IT IS EMBEDDED, j rnLq o 1 SHALL NOT BE SPACED CLOSER THAN 3 DIAMETERS ON CENTER, o UNLESS APPROVED, AND HAVE A MINIMUM CONCRETE COVER OF 1". ` �, M i _-� -- j OPENINGS AND DRIVEN FASTENERS REQUIRED IN THE CONCRETE AFTER THE CONCRETE IS PLACED SHALL BE APPROVED BY THE r ENGINEER BEFORE PROCEEDING. STOP POUR 8, REFER TO ARCHITECTURAL DRAWINGS AND SPECIFICA11ONS FOR 11�t' 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 NORMAL REINFORCING 4 PILE CAP BE AS REQUIRED BY THE ARCHITECTURAL DRAWINGS AND SHALL DISPLACED TO EITHER SIDE OF OPENING. CONFORM TO ACI 302. 9, MAXIMUM WATER TO CEMENT RATIO'S SHALL BE AS FOLLOWS: OPENING UP 1_114 TOP & BOTTOM 3000 PSI = .46 AIR ENTRAINED 11 TO 18'xi8' x 3-D• LONGER ADDED REINFORCING THAN OPENING (SEE NOTES BELOW) .58 NON -AIR ENTRAINED H I 4000 PSI = .35 AIR ENTRAINED .44 NON -AIR ENTRAINED = 5000 PSI = .35 AIR ENTRAINED of \ / 1-114 x 3'-6' LONG CONCRETE SHALL BE CONSIDERED AIR ENTRAINED IF AIR CONTENT a / \ IN MIDDLE OF SLAB IS 4% OR GREATER. \ LAP STEEL 18' UNLESS OTHERWISE NOTED. HOLD CONSTRUCTION JOINT FOR CELL FILL DOWN 2' FROM TOP OF SLAB. 4' 0 SLEEVE THRU SLAB @ 4'-0' O/C U.O.N. MIN. 1-0 TOP & BOTTOM AT SLAB EDGE. #5 VERT. IN FILLED CELL @ 4'-0' 0/C, WALL ENDS, CORNERS AND SIDES OF OPENINGS UNLESS OTHERWISE NOTED. TYPICAL MASONRY ANCHORAGE FOR EXTERIOR WALLS AT POURED SLABS a 0 a. TOP OF FND. 3'0'(MIN.) CLEAN -OUT HOLE. REMOVE ALL OVERHANGING MORTAR AND DEBRIS FROM WITHIN CELL TO BE FILLED. NOTES: 1. SEE PLANS, SEC11ONS AND NOTES FOR LOCATION(S) OF FILLED CELLS AND FOR REINFORCING. 2. CONCRETE FOR FILLED CELLS: STRENGTH = 3000 PSI MIN. @ 28 DAYS MAX. AGGREGATE SIZE = H' SLUMP = 7'±1' 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 LARGER THAN 18' IN 1-#4 x 3'-6' LONG EITHER DIRECTION IN MIDDLE OF SLAB 11. NOTES: BARS WOAD BE CUT OFF BY AN OPENING, DISPLACE BARS TO EITHER SIDE OF OPENING AND ADD BARS OF SINE SIZE AND SPACING AS REMAINDER OF REINFORCING. 2 SEE PLANS FOR EXACT SIZE AND LOCATION OF OPENINGS 3. IF OPENINGS LARGER THAN V-O' WIDE ARE REQUIRED AND ARE NOT SPECIRCAILY NOTED ON THE DRAWINGS THE O MFER LIST BE INFORMED SO THAT PROPER DETAILS CAN BE SUPPLIED. 4. UNLESS NOTED OTHERWISE, OPENINGS SMALLER THAN UNIT DO NOT REWIRE TRIMMER BARS II I I I I I 4' CLEAR MIN. I._6. EUH rn'.) TYPICAL TRIMMING DETAIL OF OPENINGS IN SLAB 1-#4 TOP & BOTTOM x 3'-0' LONGER L,JJ THAN OPENING, a c+� IN MIDDLE OF SLAB D COL. ABOVE & PILE CAP 1'-3' oa Is aU U M = J c> / (V \ ` 14'0 PILE CAP 2'-6' DEEP 1 PILE CAP ¢ CAP r C PILE CAP PILE 6 PILE CAP COL. ABOVE & PILE CAP 6' 6' 2 PILE CAP 4' CLEAR 14'0 PILES A. BOLT (A.B.) ANCHOR BOLT ADJ. ADJUSTABLE ARCH'L ARCHITECTURAL AIFB ASPHALT IMPREGNATED FIBRE BOARD B. (BET.) BOTTOM SEW BOTTOM EACH WAY BILL BOTTOM LOWER LAYER BML BOTTOM MIDDLE LAYER BILL BOTTOM UPPER LAYER BLDG. BUILDING BEAM B.MPL (B.P.) BASE PLATE o CENTER TO CENTER V0 CENTERLINE CANT. CANTILEVER COL COLUMN GONG. CONCRETE WHIST. CONSTRUCTION CONT. CONTINUOUS C.J. CONTROL JOINT CONST. JT. CONSTRUCTION JOINT C.A. COLUMN ABOVE DIAGONAL 01AG. (DIA.) DIAMETER D. FIR DOUGLAS FIR DIM DIMENSION DJ DOUBLE JOIST D.L. DEAD LOAD do DITTO DWG. DRAWING DWI_ DOWEL DT 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 EXT. EXTERIOR FF FAR FACE FIN. FOUNDATION RN. FINISHED FL FLOOR FIG. FOOTING FMC FULL MOMENT CONNECTION - r_�l '0 PILES -6' DEEP COLUMN CAPITAL IF REQUIRED. m b (SEE STRUCTURAL DRAWINGS) IF COLUMN OFFSET IS GREATER THAN 3' USE A DOWEL FROM LOWER COLUMN. DOWEL 2'-6' THICK CAP SPACING SIZE MATCH UPPER VERTICALS. TOP OF FRAMED - SLAB PILE SLOPE OF - INCUNED PORTION SHALL NOT EXCEED 1IN6 MIN. LAP LENGTH (SEE DRAWINGS) DOWELS FROM CAP TO COLUMN (SEE DRAWINGS AND NOTES BELOW) STANDARD ABBREVIATIONS GA. GAUGE GALV. GALVANIZED GB GRADE BEAM H. (NOR.) HORIZONTAL HDG HOT DIP GALVANIZED HEF HORIZONTAL EACH FACE HIF HORIZONTAL INSIDE FACE Nor HORIZONTAL OUTSIDE FACE INT. INTERIOR INV. INVERT JT JOINT JST. JOIST K KIPS L ANGLE LB. (#) POUNDS LL LIVE LOAD LG. LONG LLV LONG LEG VERTICAL LLH LONG LEG HORIZONTAL LONG. LONGITUDINAL MAX. MAXIMUM MECH'L 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. (0) NUMBER OWSJ OPEN WEB STEEL JOIST O/C ON CENTER PL PLATE PC PRECAST PR0.1. PROJECTION PSI POUNDS PER SQUARE INCH PSF POUNDS PER SQUARE FOOT PLF POUNDS PER LINEAL FOOT P.T. PRESSURE TREATED REF. REFERENCE RBNF. REINFORCING REQRED REND REASON/REVISED CAP „ i. SDF STEP DOWN FOOTING SPEC. SPECIFICATIONS SST SQUARE STRUCTURAL TUBE ST. STEEL. STD. STANDARD SQ. SQUARE SOL SUPERIMPOSED DEAD LOAD STRUCT. STRUCTURAL S.P.F. SPRUCE/PINE/FIR TSE THICKENED SLAB EDGE T TOP TLL TOP LOWER LAYER TML TOP MIDDLE LAYER TUL TOP UPPER LAYER TEMP. TEMPERATURE TYP. TYPICAL TRANS. TRANSVERSE TSF. TONS PER SQUARE FOOT TJ TIE JOIST T.O.D. TOP OF DECK TO.S. TOP OF SLAB (TOP OF STEEL) U/S UNDERSIDE U20 UNLESS NOTED OTHERWISE V. (VERT.) VERTICAL VEF VERTICAL EACH FACE VIF VERTICAL INSIDE FACE VOF VERTICAL OUTSIDE FACE WD. WOOD WP. WALLPLATE W WIDE FLANGE BEAM W.W.F. WELDED WIRE FABRIC W.W.M. WELDED WIRE MESH 2'-6' THICK CAP 14"4 PILES 4 BAR DIAN. PI-- 2'-0' 2'-0' 1'-3' I 6 MIN. 3 PILE CAP YPICAL) 3CLEAR DROP PANEL IF I THE CLEAR REQUIRED (SEE COVER OVER DISTANCE STRUCTURAL TIES (TYPICAL BETWEEN DRAWING AND UNLESS "DIED VERTICAL BARS FLAT SLAB OTHERWISE ON SHALL NOT BE TYPICAL DETAIL) STRUCTURAL ® LESS THAN THE DOWELS FROM DRAWINGS) GREATER OR 1.)ITh' COLUMN INTO 2. ALTERNATIVE VERTICAL SLAB OR BEAM. TIE (PIN TIES BAR DIAMETERS DIAMETERS (SEE® STRUCTURAL EWINATm) ® THESE CLEAR DRAWINGS) DISTANCES MEN. LAP FOR ALSO APPLY TO MIN. LAP CIRCULAR RE DISTANTHE CLEAR LENGTH (� SHALL BE 36 BETWEEN ES DRAWINGS) BAR EXAM. BETWEEN A CONTACT LAP 4' FOR BARS SPUCE AND NOT CARRIED ADJACENT UP FOR SPLICES ON SPUCING BARS X ALTERNATE TIES MAY BE 7DOUBLE UCE 51 TYPICAL TIE ARRANGEMENTS OMMITTED IF TIES TO NOTE: SEE ALSO COLUMN SCHEDULE FOR DIMENSION 'X' ES TOED BAR ARRANGEMENTS NOT SHOWN (CLEAR S ABOVE. DISTANCE BETWEEN TIES VERTICALS) IS BOTTOM LESS THAN 6' INCLINED (TYPICAL) PORTION TIES SEE STRUCTURAL DRAW#WS MINIMUM LAP GTH (SEE --]R,F-DRAWINGS _ T:T'- F TL141Tziii ,rl. 14'0 PILES WELS FRAM FOOTING M - SEE PILE 03' COLUMN (SEE CAP DETAIL DRAWINGS AND NOTES BELOW)FOR PILE CAP CLEAR 3' CLEAR SZE AND (TYPICAL) (TYPICAL) DEPTH SEE PILE CAP FOUNDATION pDRA�W� SPREAD FODING REINFORCEMENT AND GENERAL FOOTING FOUNDATION (SEE NOTES STRUCTURAL DRAWINGS) 2'-6' THICK CAP 11. TIE SPACING SHALL NOT EXCEED THE LEAST OF 1) 16 BAR DIAMETERS II) 48 TIE DIAMETERS III) THE LEAST COLUMN DIMENSION OR IV) THE SPACING GIVEN ON THE COLUMN SCHEDULE 2. TIES SHALL BE SO ARRANGED THAT EVERY CORNER AND ALTERNATE LONGITUDINAL BAR SHALL HAVE LATERAL SUPPORT PROVIDED BY THE CORNER OF A TIE HAVING AN INCUNEO 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 IKE LAP SHAD. BE A MINIMUM OF 36 TIE 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 RE SPACING BELOW RE LOWEST HORIZONTAL REINFORCEMENT IN THE SUB OR DROP PANEL ABOVE, EXCEPT THAT WHERE M ON ALL COLUMN THE TIES MAY BEAMS OR BRACKETS PROVIDE ENCLOSURE SIDES OF THE BE TERMINATED NOT MORE THAN 3 INCHES 80.0W THE LOWEST REINFORCEMENT IN SUCH BEAMS OR BRACKETS. 5. TIES MAY BE MADE OF INTERMEDIATE GRADE STEEL 6. PLAIN BARS SHALL ONLY BE USED WITH PERMISSION FROM THE ENGINEER AND ACCORDING TO HIS INSTRUCTIONS. 7. LAPPED SPLICES MAY BE REPLACED BY WELDING OR MECHANICAL DEMCES WIRE APPROVAL FROM THE ENGINEER. 8. DOWELS FROM FOOTINGS OR CAPS TO COLUMNS TO PROTECT EQUALLY ABOVE AND BELO* THE CONSTRUCTION JOINT UNLESS OTHERWISE SHOWN ON THE DRAWINGS. NUMBER AND SIZE OF DOWELS TO MATCH COLUMN VERTICALS LIJWIESS OTHERWISE NOTED ON DRAWINGS. 9. REINFORCING TO BE DETAILED, BENT, PLACED AND SUPPORTED IN ACCORDANCE VAIN THE MANUAL FOR DETAIUNG REINFORCED CONCRETE STRUCTURES ACI - 315 (LATEST EDITION). TYPICAL DETAIL OF CON,,RETE COLUMN STIRLING & WILBUR ENGINEERING GROUP 2- to 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 EB6482 PROJECT NAME CRISTELLE CAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY, FLORIDA 12 UNITS ISSUED FOR PERMIT 12-10-18 PROJECT NUMBER S2018-064 SIGN/SEAL ST�6 - 2I ATE OF .�0R(O_P•:( BRIAN REVISIONS NO. ITEM DATE DRAWN BY RTR CHECKED BY BHS DATE 12.10-18 PLOT SCALE 4'4'=1'-0' THIS DRAWING IS NOT TO BE SCALED. SHEET TITLE GENERAL NOTES REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC SHEET NUMBER 1234.1 SPECIFICATIONS FOR AUGER -INJECTED CONCRETE PILES SPECIFICATIONS FOR AUGER -INJECTED CONCRETE PILES CONTINUED RESSING #4 T&B (CONTIN.) /1 A. GENERAL H. PREPARATION OF GROUT TEST SPECIMENS THIS PHASE OF THE CONTRACT INCLUDES AUGER -INJECTED CONCRETE PILES. THESE THE PILE CONTRACTOR SHALL ENGAGE AN ENGINEER TESTING LABORATORY TO MAKE PILES ARE TO BE INSTALLED AND LOAD TESTED AS PER PLANS AND SPECIFICATIONS. AND BREAK SIX-INCH DIAMETER BY TWELVE -INCH HIGH TEST CYLINDERS OF THE THE CONTRACTOR PERFORMING THE WORK SHALL HAVE A MINIMUM OF TEN (10) YEARS CEMENT GROUT USED. A SET OF FOUR (4) CYLINDERS SHALL BE TAKEN FROM THE OF EXPERIENCE IN INSTALLATION OF AUGER -CAST PILES. BYPASS LINE OF THE GROUT PUMP WHEN THE AUGER IS OUT OF THE GROUND OR PRIOR TO COMMENCEMENT OF PUMPING. 1. CAST -IN -PLACE PILES: A CONTINUOUS -FLIGHT, HOLLOW -SHAFT AUGER SHALL BE ROTATED INTO THE TEST SAMPLES SHALL NOT BE TAKEN FROM THE PRESSURE LINE DURING FORMING THE GROUND TO THE SPECIFIED PILE DEPTH. CEMENT MORTAR SHALL THEN BE PILE. IF DIRECTED BY THE ENGINEER, THEY MAY BE TAKEN FROM THE DISCHARGE INJECTED THROUGH THE AUGER SHAFT AS THE AUGER IS BEING WITHDRAWN IN OF THE MIXING BATCH. THE TEST SAMPLES SHALL BE BROKEN AT 7 AND 28 DAYS SUCH A WAY AS TO EXERT REMOVING PRESSURE ON THE WITHDRAWING EARTH- WITH TWO (2) RESERVE SAMPLES. THE FREQUENCY OF SAMPLING WILL BE FOR EACH FILLED AUGER AS WELL AS LATERAL PRESSURE ON THE SOIL SURROUNDING THE DAY OF INSTALLATION. THE DISTRIBUTION OF THE TEST REPORTS SHALL BE GROUT -FILLED PILE HOLE. ACCORDING TO THE GENERAL SPECIFICATIONS. 2. CEMENT GROUT SHALL CONSIST OF A MIXTURE OF PORTLAND CEMENT, FLY ASH, I. LOAD TESTING RETARDER, SAND AND WATER SO PROPORTIONED AND MIXED AS TO PRODUCE A MORTAR CAPABLE OF MAINTAINING THE SOLIDS IN SUSPENSION WITHOUT CAPACITY) AT LEAST ONE (1) PILE OF EACH LENGTH (i.e., SHALL BE TEST LOADED DIFFICULTY. THESE MATERIALS SHALL BE SO PROPORTIONED AS TO PRODUCE TO A MINIMUM OF TWO (2) TIMES THE DESIGN LOAD. THE TEST PROCEDURES SHALL A HARDENED GROUT OF REQUIRED STRENGTH OF 4,000 PSI IN 28 DAYS. THE BE COORDINATED BY THE CONTRACTOR THROUGH ARDAMAN & ASSOCIATES, INC., STRENGTH OF THE GROUT SHALL BE DETERMINED BY REGULAR SIX-INCH SARASOTA, FLORIDA. DIAMETER, TWELVE -INCH HIGH TEST SAMPLES. TWO-INCH MORTAR CUBES SHALL NOT BE ALLOWED. J. PAYMENT 3. GROUT MIX: 1. PAYMENT FOR WORK COMPLETED IN ACCORDANCE WITH THESE SPECIFICATIONS PRIOR TO INSTALLATION OF CONCRETE, THE CONTRACTOR SHALL SUBMIT TO THE SHALL BE MADE ON THE BASIS OF A CONTRACT LUMP SUM PRICE ADJUSTED FOR OWNER'S TESTING LABORATORY HIS PROPOSED FORMULA FOR 4,000 PSI FINAL QUANTITIES USING THE CONTRACT UNIT PRICES FOR ADDITIONS TO OR CONCRETE AND MATERIALS FOR MAKING CONCRETE SPECIMENS FOR TESTING. DELETIONS FROM THE WORK. IN THE ABSENCE OF THE CONTRACTOR'S PROPOSED FORMULA, THE LABORATORY SHALL DEFINE THE MIXTURE BY USING TRIAL MIXES. THE DESIGN MIX SHALL 2. THE PAY LENGTH OF THE PILE SHALL BE THAT LENGTH MEASURED FROM THE BE SO PROPORTIONED THAT AT THE END OF 28 DAYS, THE CONCRETE MIX SHALL POINT OF CUT-OFF ELEVATION SHOWN ON THE PLANS. NO PAYMENT WILL BE YIELD A 20% GREATER STRENGTH OF 4,800 PSI. THIS TRIAL MIX SHALL THEN MADE FOR CUTTING OFF THE PILES OR FOR ANY PORTION OF THE PILE BE ADOPTED FOR INSTALLING THE PILES. REMAINING ABOVE THE CUT-OFF ELEVATION. B. MATERIALS K. RECORDS, CONTROL AND SURVEY 1. PORTLAND CEMENT SHALL CONFORM TO FEDERAL SPECIFICATIONS SS-C192 FOR COMPLETE RECORDS OF EACH PILE INSTALLATION SHALL BE OBTAINED UNDER CEMENTS, PORTLAND, OR CURRENT ASTM STANDARDS, DESIGNATION C-150. DIRECTION OF THE SOIL ENGINEER TO BE RETAINED BY THE OWNER, THE RECORDS SHALL BE CERTIFIED BY THE CONTRACTOR'S SUPERINTENDENT. THE RECORDS SHALL 2. FLY ASH SHALL CONFORM TO COMMERCIAL GRADE. INCLUDE LENGTH, AUGERING RESISTANCE FOR THE LAST 3.0 FEET OF LENGTH, TOP ELEVATION, RESULTS OF ANY ADJUSTMENTS, TESTS OR BORINGS, AND ALL OTHER 3. WATER SHALL BE FRESH, CLEAN AND FREE FOR INJURIOUS AMOUNTS OF SEWAGE, PERTINENT DATA RELATIVE TO THE PILE INSTALLATION. OIL, ACID, ALKALI, SLATS OR ORGANIC MATTER. L. SITE AND SOIL INSPECTION 4. OTHER ADMIXTURES MAY INCLUDE POZZOLITH #8 OR OTHER SIMILAR APPROVED RETARDERS. THE COMPLETE SOIL BORING LOGS AND ANALYSIS OF THE SUBSURFACE SOIL CONDITIONS PREPARED BY ARDAMAN & ASSOCIATES, INC., SOIL ENGINEERS, ARE 5. FINE AGGREGATE SHALL MEET THE REQUIREMENTS OF CURRENT ASTM STANDARDS, AVAILABLE. THE PILING CONTRACTOR IS URGED TO ACQUAINT HIMSELF WITH THE DESIGNATION C-33, EXCEPT AS TO GRADING. REPORT AND THE CONFIGURATIONS OF THE UNDERLYING SOIL STRATA PRIOR TO PREPARING HIS BID. SAND GRADING SHALL BE REASONABLY CONSISTENT AND SHALL CONFORM TO THE FOLLOWING REQUIREMENTS, AS DELIVERED TO THE GROUT MIXER: ANY DATA CONCERNING SUBSURFACE SOIL CONDITIONS IS PROVIDED FOR THE CONTRACTOR'S INFORMATION ONLY. IF THE CONTRACTOR DESIRES TO OBTAIN U.S. STANDARD SIEVE CUMULATIVE PERCENT BY WEIGHT 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. PASSING RETAINED PERMISSION FOR ADMISSION TO THE PROPERTY MUST FIRST BE OBTAINED FROM THE OWNER. 8 100 0 16 95 - 100 1 - 5 30 55 - 80 20 - 45 50 30 - 55 45 - 70 100 10 - 30 70 - 90 UNLESS NOTED OTHERN 200 0 - 10 90 -100 ON PLAN, PROVIDE #3 E 2'-0' O/C THE SAND SHALL HAVE A FINENESS MODULUS OF NOT LESS THAN 1.30 NOR MORE THAN 'U' BARS AT ALL 2.10. THE FINENESS MODULUS IS DEFINED AS THE TOTAL DIVIDED BY 100 OF THE CURVED TENDON PERCENTAGES RETAINED ON U.S. STANDARD SIEVES NUMBERS 16, 30, 50 AND 100. LOCATIONS. 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 TYPICAL PICAL CURVED TENDON DETAIL 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 DEAD END ANCHOR FOLLOWS: (1) WATER, (2 FLUIDIFIER, AND (3) OTHER SOLIDS IN ORDER OF FIXED TO TENDON INCREASING PARTICLE SIZE. BY SUPPLIER 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. 11ME OF MIXING SHALL NOT BE LESS THAN ONE MINUTE. h/2 E. PILE INSTALLATION 1. ALL PILES WILL BE AUGERED TO A MINIMUM TIP ELEVATION AS SHOWN IN THEI_Typlr"�, 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. LESS 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 ' MIN. a 144 TOP & BOTT, BACKUP BARS 6' I NOTE: FOR SLAB THICKNESS 'h' =I4 UNDER 6V2', PLACE MAX. ANCHORS HORIZONTALLY. PILE CAVITY. DEAD END ANCHORAGE 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. 0. 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 d, 0 JREQUIREMENTS OF THE ABOVE SPECIFICATIONS, iit�'39IQKUO .tRESTRESSING 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 MAXI STRAND DIAMETER. TORN OR DAMAGED SHEATHING MUM IAMETER 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". - 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 +/ 57. 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. ABLE AND ANCHORAGES FINISHING 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 SUPPORT BARS (SEE SPECIFICATIONS) 5'-0' MIN. 1 l'-3' LENGTH OF TRANSITION CURVE T STRAIGHT PLAN TENDON ANCHORS GROUP h/2 4 " M 1'-0' MIN. A CENTERLINE OF STRAND GROUP. f :hj SEE STRAND LAYOUT FOR SPACING OF GROUPS. SECTION A -A (SLAB WITH h? 6t/2') FLARE AT TENDON END #4 T&B (CONTIN.)-\ B #4 SUPPORT BARS (SEE SPECIFICATIONS) 5'-0' MIN. 1'-3' 1'-0' \ LENGTH OF TRANSITION CURVE STRAIGHT T MIN. PLAN B TENDON ANCHORS GROUP CENTERLINE OF STRAND GROUP. -- h SEE STRAND h/2 LAYOUT FOR SPACING OF y 6" TYP. GROUPS. SECTION B-B (SLAB WITH h:!� 61/2') FLARE AT TENDON END DRILL 4'4' HOLE IN SIDE FORM - h/2 h/2 TYPICAL UNLESS REUSEABLE PLASTIC GROMMET 1-#4 TOP & BOTTOM CONT. BACKUP BARS D V D V /17 NOTED ON PLAN 2 RING SHANK NAILS NOTE: FOR SLAB THICKNESS 'h' UNDER 6Y2', PLACE ANCHORS HORIZONTALLY. STRESSING ANCHORAGE MINIMUM OF 1' TO CENTER OF SEE PLAN GRAVITY OF TENDON (TYPICAL) FFOR DIMENSION I L 1 2 L� z 2 %L 3 2 %% LTYPICAL UNLESS LTYPICAL UNLESS LTYPICAL UNLESS SPECIFICALLY SPECIFICALLY SPECIFICALLY NOTED ON PLAN NOTED ON PLAN NOTED ON PLAN L1 I. L2 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. ( I 4. TENSION PROFILE SHALL BE PARABOLIC IN NATURE. TYPICAL TENDON PROFILE REVISION 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 E86482 PROJECT NAME CRISTELLE GAY CONDOMINIUM STATE ROAD A-1-A NORTH HUTCHINSON ISLAND ST. LUCIE COUNTY, FLORIDA 12 UNITS ISSUED FOR PERMIT PROJECT NUMBER S2018-064 SIGN/SEAL o .Zp, TATE OF �4ORIO; 12-10-18 BRIAN STIRLING,-PE 34927 REVISIONS NO. ITEM DATE DRAWN BY RTR CHECKED BY BHS DATE 12-10-18 PLOT SCALE 3/41=1'-01 THIS DRAWING IS NOT TO BE SCALED. SHEET TITLE TYPICAL DETAILS REVIEWED FU :ODE COMPLIANCE ST. LUCIE COUNTY BOCC SHEET NUMBER 1234.2